HomeMy WebLinkAboutFORT COLLINS NISSAN-KIA - FDP220011 - SUBMITTAL DOCUMENTS - ROUND 2 - DRAINAGE REPORTFINAL DRAINAGE REPORT
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F ORT C OLLINS N ISSAN -K IA
Fossil Creek Subdivision
Fort Collins, CO
Prepared for:
Fort Collins Nissan-Kia
5811 S College Ave
Fort Collins, CO 80526
Date:
September 14, 2022
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September 14, 2022
City of Fort Collins
Stormwater Utility
700 Wood Street
Fort Collins, Colorado 80521
RE: Fort Collins Nissan-Kia
Fort Collins, Colorado
Project Number: U21004
Dear Staff:
United Civil Design Group, LLC. is pleased to submit this Final Drainage Report for the Fort Collins Nissan-Kia site in Fort
Collins, Colorado. In general, this report serves to document the stormwater impacts associated with the proposed
improvements related to the existing site.
We understand that review by the City of Fort Collins is to assure general compliance with standardized criteria contained in
the Fort Collins Stormwater Criteria Manual (FCSCM). This report was prepared in compliance with technical criteria set forth
in the Fort Collins Stormwater Criteria Manual.
If you should have any questions or comments as you review this report, please feel free to contact us at your convenience.
Sincerely,
United Civil Design Group
Colton Beck, PE Kevin Brazelton, PE
Project Engineer Principal
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TABLE OF CONTENTS
I. General Location and Description ...................................................................................................................................... 1
A. General Location & Existing Site Information ............................................................................................. 1
B. Description of Property ............................................................................................................................... 2
C. Project Description ..................................................................................................................................... 2
D. Floodplains .................................................................................................................................................. 3
II. Drainage Basins and Sub-Basins ......................................................................................................................................... 3
A. Major Basin Description .............................................................................................................................. 3
B. Sub-Basin Description ................................................................................................................................. 3
III. Drainage Design Criteria ..................................................................................................................................................... 3
A. Regulations ................................................................................................................................................. 3
B. Directly Connected Impervious Area (DCIA) ............................................................................................... 4
C. Hydrological Criteria ................................................................................................................................... 4
D. Hydraulic Criteria ........................................................................................................................................ 4
E. Modifications of Criteria ............................................................................................................................. 5
IV. Drainage Facility Design ..................................................................................................................................................... 5
A. General Concept ......................................................................................................................................... 5
B. Specific Details ............................................................................................................................................ 5
V. Erosion Control ................................................................................................................................................................. 14
VI. Conclusions ...................................................................................................................................................................... 15
A. Compliance with Standards ...................................................................................................................... 15
B. Drainage Concept...................................................................................................................................... 15
C. Stormwater Quality................................................................................................................................... 15
VII. References .................................................................................................................................................................... 15
APPENDICES
APPENDIX A – Hydrology Calculations
APPENDIX B – Hydraulic Calculations
B.1 – Low Impact Development Calculations
B.2 – Water Quality Calculations
B.3 – Detention Pond and Orifice Calculations
B.4 – Inlet Sizing Calculations
B.5 – Storm Pipe Calculations
B.6 – Channel Capacity Calculations
B.7 – Riprap Calculations
APPENDIX C – Referenced Materials
APPENDIX D – Drainage Exhibits
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I.GENERAL LOCATION AND DESCRIPTION
A.GENERAL LOCATION &EXISTING SITE INFORMATION
The Fort Collins Nissan-Kia site (referred herein as “the site”) is located within the Fossil Creek Subdivision, situated in the
northeast quarter of Section 11, T6N, R69W of the 6th P.M., City of Fort Collins, Larimer County, Colorado. The property,
consisting of approximately 17.0 acres, is located immediately west of S College Ave. The site is split into two separate areas
divided by Crestridge St. South of Crestridge St. exists a car dealership to be redesigned and redeveloped. This portion of the
property is bounded by Crestridge St to the north, S College Ave to the east, a school facility and residential land to the west,
and a commercial property to the south. On-site stormwater drains off-site undetained to either S College Ave, Crestridge St,
or off-site to the west.
The northern, undeveloped portion of the site is bounded by Crestridge St to the south, S College Ave to the east, and
undeveloped land to the north and west. Stormwater on this portion of the site largely drains the northwest via overland
flow to Fossil Creek. A portion of the site adjacently north of Crestridge St drains to the south via overland flow. All on-site
runoff drains downstream within the City of Fort Collins Fossil Creek master drainage basin.
Storm sewer infrastructure exists on-site south of Crestridge St and drains to the off-site to the east. This storm pipe exists as
an irrigation bypass system. A City of Fort Collins Floodway and an Erosion Buffer are established with Fossil Creek and Lang
Gulch. Also, existing on-site is an underground irrigation pipe owned by North Louden Ditch Company. This irrigation pipe
drains from south to north through the site, ultimately to infrastructure that drains across S College Ave to the east. The on-
site portion of this ditch lateral is planned to be relocated; however, this relocation is unrelated to the drainage design of the
site.
An existing residential subdivision and small commercial property are constructed to drain runoff to Venus Ave, conveyed
through an existing wetland area west of Venus Ave to Lang Gulch and ultimately to Fossil Creek.
FIGURE 1:SITE VICINITY MAP
Smokey St S College AveBueno Dr Venus AveCrestridge St
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B.DESCRIPTION OF PROPERTY
The northern portion of the project site currently exists largely as grass/weed landscape. The southern portion of the site
includes concrete and asphalt pavement, a commercial building, and gravel landscaping. In its historic condition, the site
primarily sheet flows in two general directions: north and south, all conveyed to Fossil Creek.
Below are summaries of key components of the site in its existing conditions.
Land Use - The site’s current land use is commercial.
Ground Cover - The northern portion of the site exists as grass/weed landscape. The weed/grass cover is good (ie.,
heavy or dense cover with nearly all ground surfaces protected by vegetation). The southern portion of the site is
fully developed as consists largely of impervious hardscaping.
Existing Topography – The northern, undeveloped portion of the site is bounded by Crestridge St to the south, S
College Ave to the east, and undeveloped land to the north and west. Stormwater on this portion of the site largely
drains the northwest via overland flow to Fossil Creek. A portion of the site adjacently north of Crestridge St drains
to the south via overland flow. All on-site runoff drains downstream within with the City of Fort Collins Fossil Creek
master drainage basin.
Grades – In general, the northern portion of the site slopes northwesterly at approximately 1.0% to 15.0%; the
southern portion of the site is sloped in several directions at approximately 1.0% to 3.0%
Soil Type – The USDA’s Web Soil Survey shows that the site consists of “Type B”, “Type C”, and “Type D” soils. The
Web Soil Survey indicates the site is comprised of Kim Loam (5.0 to 9.0% slopes), Kim Thedalund Loams (3.0 to 15.0%
slopes), Midway Clay Loam (5.0% to 25.0% slopes) and Thedalund Loam (3.0% to 9.0% slopes). The on-site soils
provide moderate infiltration and are suitable for development.
Utilities – The following utilities exist adjacent to the site in Crestridge St, College Avenue and Venus Drive: potable
water, sanitary sewer, natural gas, electric and telecommunications.
Irrigation Facilities – An existing on-site underground irrigation pipe owned by North Louden Ditch Company. This
irrigation pipe drains from south to north through the site, ultimately to infrastructure that drains across S College
Ave to the east.
Drainage Features and Storm Sewer – Storm sewer infrastructure exists on-site south of Crestridge St. North of the
site exists the Fossil Creek. For development purposes, a City of Fort Collins Floodway and an Erosion Buffer are
established with Fossil Creek. The western side of the site drains via sheet flow to the Lang Gulch. This portion of the
Lang Gulch exists immediately upstream of Fossil Creek and is accounted for within the City of Fort Collins Floodway
boundary.
C.PROJECT DESCRIPTION
The proposed Fort Collins Nissan-Kia site improvements are limited to approximately 19.0 acres of disturbance. South of
Crestridge St, the proposed site improvements consist of the demolition of the existing car dealership building and associated
paving, and ultimately the construction of a new building with associated drive lanes and inventory parking lot. North of
Crestridge St, site improvements include the extension of Venus Ave, and the addition of a car dealership building and
associated drive lanes and inventory parking lot. Designed with the proposed commercial buildings and paving include
underground utilities, underground water quality, and underground detention. On-site stormwater south of Crestridge Dr is
designed to be conveyed via storm sewer to proposed drainage facilities west of Venus Ave.
In addition to an existing school facility adjacent to the site at the intersection of the Venus Ave and Crestridge St, the existing
Skyview Subdivision to the south is associated with the site in regard to stormwater runoff. In its existing state, this
development along with the school facility drains approximately 3.3-acres to an existing on-site wetland area. With a
proposed relocation of the mentioned wetlands, runoff is now designed to be conveyed to a proposed on-site detention
facility.
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D.FLOODPLAINS
The proposed development is not in a FEMA
designated floodplain. According to the FEMA
Flood Insurance Rate Map Panel (08069C1000F),
the site is zoned in an area of minimal flood
hazard. The FEMA FIRM Map is included in the
appendix.
West and Northwest of the site improvements
exists a “High Risk – Floodway” boundary and
erosion buffer along Lang Gulch and Fossil
Creek, established by the City of Fort Collins. The
Nissan-Kia property boundaries exist within the
City of Fort Collins Floodway boundary and
erosion buffer; however, the bounds of grading
construction is to be completed outside of this
boundary. The City of Fort Collins Floodway
boundary is provided on the Drainage Plan (see
Appendix D) and a City of Fort Collins floodplain
map is included in Appendix C. Should
construction be required within the floodway, a
Floodplain Use Permit with a No-Rise
Certification will be required and all work will be
required to be in compliance with Chapter 10 of
the City Municipal Code. If work within the
erosion buffer is required, a erosion buffer
waiver will be required.
II.DRAINAGE BASINS AND SUB-BASINS
A.MAJOR BASIN DESCRIPTION
The proposed development is located within the Fossil Creek Basin and will adhere to the Fossil Creek Basin Master Drainage
Plan. In conformance with master plan, the site is designed to release on-site runoff at a rate not to exceed 0.2 cfs/acre.
B.SUB-BASIN DESCRIPTION
Historically the southern portion of the property has been utilized for commercial purposes. The site is designed to operate
in a similar fashion (i.e., commercial), though with significant site improvements. Despite these significant improvements, the
proposed site is largely designed to conform to existing drainage patterns – downstream within the Fossil Creek Basin. In its
existing condition, stormwater on the northern portion of the site is largely conveyed the north to Fossil Creek. The southern
portion of the property drains in a multitude of directions: west to a neighboring property, east to US 287, and north to
Crestridge St. In its improved condition, on-site runoff is intended to drain to multiple downstream underground water quality
and detention facilities by way of sheet flow, swales, pans, inlets, and storm sewer.
III.DRAINAGE DESIGN CRITERIA
A.REGULATIONS
The design criteria for this study are directly from the City of Fort Collins Storm Drainage Design Criteria and Construction
Standards Manual and the Urban Storm Drainage Criteria Manual’s (referred to herein as USDCM) Volumes 2, and 3, used
for supplement only.
FIGURE 2:FLOODPLAIN MAP
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B.DIRECTLY CONNECTED IMPERVIOUS AREA (DCIA)
The City drainage criteria has also adopted the “Four Step Process” that is recommended in Volume 3 of the USDCM in
selecting structural BMPs for the redeveloping urban areas. The following portions of this summary describe each step and
how it has been utilized for this project:
Step 1 – Employ Runoff Reduction Practices
The objective of this step is to reduce runoff peaks and volumes and to employ the technique of “minimizing directly
connected impervious areas” (MDCIA). This project accomplishes this by:
Routing the roof and pavement flows through a bioretention facility, underground water quality treatment/infiltration
facilities and vegetated swales to increase time of concentration, promote infiltration and provide water quality.
Step 2 – Provide Water Quality Capture Volume (WQCV)
The objective of providing WQCV is to reduce the sediment load and other pollutants that exit the site. For this project WQCV
is provided within underground treatment facilities, a bioretention pond and an extended detention pond.
Step 3 – Stabilize Drainageways
The site exists adjacent to lang Gulch and Fossil Creek. Although the project will not be directly connecting or stabilizing either
drainageway, the project will enhance the stabilization of the existing drainageways by reducing peak flows to the
drainageways via extended detention; and in the case of Lang Gulch, detaining a portion of an offsite basin that currently free
releases to the drainageway. In addition, this project will pay stormwater development and stormwater utility fees which
the City uses, in part, to maintain the stability of the City drainageway systems.
Step 4 – Consider Need for Site Specific and Source Control BMPs
Site specific and source control BMPs are generally considered for large industrial and commercial sites. The redevelopment
of the existing site will include multiple site specific and source controls, including:
Covered storage areas for vehicles and materials.
Dedicated vehicle maintenance areas within each build with appropriate internal waste collection systems. Sand/oil
separators are provided with the utility plans.
Dedicated maintenance personnel providing landscape maintenance and snow and ice management.
Bioretention water quality control ponds.
C.HYDROLOGICAL CRITERIA
City of Fort Collins Rainfall Intensity-Duration-Frequency Curves, provided by Table 3.4-1 of the Fort Collins Stormwater
Criteria Manual, are utilized for all hydrologic computations related to the site in its existing/historic and proposed conditions.
Since this site is relatively small and does not have complex drainage basins, the peak flow rates for design points have been
calculated based on the Rational Method as described in the USDCM and the City of Fort Collins Stormwater Criteria Manual
(FCSCM) with storm duration set equal to the time of concentration for each sub-basin. This method was used to analyze the
developed runoff from the 2-year (minor) and the 100-year (major) storm events. The Rational Method is widely accepted
for drainage design involving small drainage areas (less than 160 acres) and short time of concentrations. Runoff coefficients
are assumed based on impervious area and are given in the Appendices.
D.HYDRAULIC CRITERIA
The developed site will convey runoff to the proposed pond or underground treatment facility via swales, concrete channels,
and pipes. The City of Fort Collins Stormwater Criteria Manual (FCSCM) and USDCM are referenced for all hydraulic
calculations. In addition, the following computer programs are utilized:
Storm Sewer Extension for AutoCAD Civil3D
Hydraflow Express Extension for AutoCAD Civil3D
UD-Inlet by UDFCD
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Drainage conveyance facility capacities proposed with the development project, including storm sewer, swales, and inlet
capacities, are designed in accordance with criteria outlined in the FCSCM and/or the Urban Drainage and Flood Control
District’s Urban Storm Drainage Criteria Manual (UDFCD) used for supplement purposes only.
E.MODIFICATIONS OF CRITERIA
The conveyance of a considerable amount of off-site stormwater, in addition to hardships related to on-site detention,
present unique challenges concerning the release of stormwater in the site’s improved condition. To meet The Fossil Creek
Basin release criterion of 0.2 cfs/acre, while decreasing the overall release within the Fossil Creek Basin relative to existing
conditions, the solution presented in this report includes the “swapping” of detention throughout the site. We believe
manipulating the release rate to Lang Gulch and Fossil Creek outside the bounds of 0.2 cfs/acre for specific on-site drainage
basins, while overdetaining off-site stormwater, is beneficial to downstream features. Despite this variance, the overall
release from the site meets the 0.2 cfs/acre criterion, and the overall release from the site is significantly reduced.
IV.DRAINAGE FACILITY DESIGN
A.GENERAL CONCEPT
Developed runoff is designed to be conveyed in a safe and effective manner via swales, concrete channels, and storm sewer
systems/inlets. Stormwater is designed to be released within the Fossil Creek Basin. Runoff that drains off-site to the west
(south of Crestridge St) is heavily reduced with the proposed site. Runoff from the site in its improved condition is primarily
conveyed to underground water quality and detention facilities. Due to grading constraints, not all on-site runoff is fully
detained - these areas are considered in the overall release rate from the site.
B.SPECIFIC DETAILS
Hydrology
As previously stated, hydrology from the developed site is designed to comply with criteria set forth in the City of Fort Collins
Stormwater Criteria Manual. Referenced tables, charts, formulas, etc. are included in the appendices. The area, time of
concentration, and runoff of each proposed sub-basin is summarized in Appendix A. The following information outlines the
basin characteristics and drainage patterns for each basin.
Existing Basins
The following basins provide proposed drainage delineations for the site in its existing condition. Refer to Appendix A for
hydrology computations and Appendix D for visual representation of existing basins.
Basin EX1
Basin EX1 (refer to attached Existing Drainage Map) represents runoff associated with CDOT Right-of-Way in College Ave.
This basin consists of concrete paving, asphalt paving, gravel, and landscaping. Runoff within this basin is conveyed north
along College Ave and ultimately to Fossil Creek.
Basin EX2
Basin EX2 represents on-site runoff that drains to College Ave. This basin consists of concrete paving, asphalt paving, gravel,
and landscaping. Runoff within this basin is conveyed College Ave (i.e., Basin EX1) via sheet flow and concrete curb.
Basin EX3
Basin EX3 represents runoff associated with CDOT Right-of-Way in College Ave. This basin consists of concrete paving, asphalt
paving, gravel, and landscaping. Runoff within this basin is conveyed south along College Ave within the Fossil Creek Basin.
Basin EX4
Basin EX4 represents on-site runoff that drains to College Ave. This basin consists of concrete paving, asphalt paving, gravel,
and landscaping. Runoff within this basin is conveyed to College Ave (i.e., Basin EX3) via sheet flow and concrete curb.
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Basin EX5
Basin EX5 represents on-site runoff that drains to Fossil Creek. This basin is to remain undeveloped, consisting of landscaped
area. Runoff within this basin is conveyed to the northwest, designed to drain to off-site to a culvert system associated with
Fossil Creek.
Basin EX6
Basin EX6 represents on-site runoff that drains to the Lang Gulch, and ultimately Fossil Creek. A portion of this basin is
developed and is designed to drain to existing wetlands located around the southwestern region of the site; other
undeveloped areas drain directly to the Lang Gulch via sheet flow. This basin consists of concrete paving, asphalt paving,
gravel, and landscaping.
Basin OS1
Basin OS1 is a drainage basin associated with and adjacent commercial property and the Skyview Subdivision, located
immediately south of the site. This basin is fully developed and drains on-site via sheet flow along Venus Ave. This basin
accounts for approximately 3.3-acres of off-site drainage.
Basin OS2
Basin OS2 represents off-site runoff that drains to Fossil Creek. This basin is to remain undeveloped, consisting of landscaped
area. Similar to Basin EX5, runoff within this basin is conveyed to the northwest to a 12” culvert system associated with Fossil
Creek.
Proposed Basins
The following basins provide proposed drainage delineations for the site in its improved condition. Refer to Appendix A for
hydrology computations and Appendix B for calculations related to Detention, Water Quality, Low Impact Development, and
other hydraulic features.
Basin A
Sub-basins A1-A16 (see Drainage Plans attached) are generally located around the southern region of the site. These basins
consist of roofs, asphalt and concrete paving, and landscaping. Runoff within these Basins is conveyed to a Bioretention Pond
(Pond A2) via sheet flow, curb, inlets, and storm sewer. Runoff conveyed to the Bioretention Pond is further discharged
southwest to a detention facility (Pond A1). Runoff from Basin A is released to Lang Gulch and ultimately to Fossil Creek.
Basin B
Sub-basins B1-B7 represent on-site drainage basins generally located around the central region of the site. These basins
consist of roofs, asphalt and concrete paving, and landscaping. Runoff within these basins is conveyed to Bioretention Pond
A3 and Detention Pond A1. Runoff from Basin B is released to Lang Gulch via Pond A1 and ultimately to Fossil Creek.
Basin C
Sub-basins C1-C6 represent on-site drainage basins generally located around the northern region of the site. These basins
consist of roofs, asphalt and concrete paving, and landscaping. Runoff within Basins C3 and C4 is conveyed to a proposed
underground water quality and detention pond facility (Pond C) via inlets and storm sewer. Basin C1 and C2 (i.e., Venus Ave)
is conveyed to storm sewer in Venus Ave, and treated within underground water quality chambers prior to being released
downstream to Fossil Creek.
Basin D
Basin D1 represents CDOT Right-of-Way in College Ave at the Southeast corner of the site. In accordance with established
drainage patterns, this area of College Ave drains south along College Ave, ultimately to Fossil Creek. The basin consists of
concrete pavement, asphalt pavement, and landscaping.
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Basin E
Basin E1, similar to Basins D1, represents CDOT Right-of-Way in College Ave; however, this portion of College Ave drains to
the north. In accordance with established drainage patterns, this area of College Ave drains north along College Ave,
ultimately to Fossil Creek. The basin consists of concrete pavement, asphalt pavement, and landscaping.
Basin OS1
Basin OS1 is a drainage basin associated with and adjacent commercial property and the Skyview Subdivision, located
immediately south of the site. This basin is fully developed and drains on-site via sheet flow along Venus Ave. This basin
accounts for approximately 3.3-acres of off-site drainage. In its improved condition, Venus Ave is designed to convey Basin
OS1 to a proposed detention facility (i.e., Pond A1) via storm sewer infrastructure.
Basin OS2
Basin OS2 represents off-site runoff that drains to Fossil Creek. This basin is to remain similar to its existing condition, though
the basin is designed to drain to an improved culvert system to be provided at the downstream Fossil Creek Trail.
Stormwater Quality
I.Bioretention
Bioretention is designed to remove sediment and pollution from stormwater runoff via infiltration through an
engineered sand media. This slows the conveyance rate of storm water runoff, reduces runoff and provides a flow
path across a vegetated surface. Bioretention ponds are proposed with the site improvements and are utilized to
convey and treat stormwater prior to release to downstream proposed detention facilities and ultimately Fossil
Creek.
Bioretention Pond A2 is designed to provide approximately 11,600-sf of bioretention area. Provided 12-inches of
depth, the bioretention pond provides an approximate volume of 12,430-cf – this volume exceeds the required
WQCV for Basin A2 and Basins A4-16 (7,220-cf). Ponding above the initial 12-inches of pond depth is intended for
head purposes to discharge the 100-year event through the outlet structure. Runoff is ultimately conveyed to the
adjacent Detention Pond A1. Below is a summary of Bioretention Pond A2:
Pond Bottom of
Pond Elevation
Bioretention
WSEL
Bioretention Volume
Required
(cf)
Bioretention Volume
Provided
(cf)
Pond A2 5009.00 5010.00 7,220 12,430
Bioretention Pond A3 is designed to provide about 3,940-sf of bioretention area. Provided 12-inches of depth, the
bioretention pond provided an approximate volume of 3,630-cf – this volume exceeds the required WQCV for Basins
B2-B7 (2,854-cf). Ponding above the initial 12-inches of pond depth is intended for head purposes to discharge the
100-year event over an overflow weir. On the is a summary of the bioretention pond, recognized as Pond A3:
Pond Bottom of
Pond Elevation
Bioretention
WSEL
Bioretention Volume
Required
(cf)
Bioretention Volume
Provided
(cf)
Pond A3 5006.40 5007.40 2,854 3,630
II.Underground Water Quality
An underground water quality facility is designed to divert storm water runoff during the water quality event and
treat the flows through infiltration prior to being collected within an underdrain system. This provides for the
removal of sediment and other pollutants from the runoff while also promoting infiltration. Underground water
quality chambers are designed in two separate locations on-site to collect and treat storm water runoff within Basin
C prior to being released to downstream storm sewer associated with Basin C.
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The first underground water quality system, designated as “Pond C1”, is designed with a volume equivalent to the
required WQCV (i.e., 3,691-cf). The insulator row designed with the underground detention system will exceed the
volume required for water quality purposes; additional volume will be accounted for with the rest of the chambers
designed for detention purposes. Below is a summary table for water quality related to Basins C3 and C4. Refer to
Appendix B for additional information.
Pond
WQCV Required
(cf)
WQCV Provided
(cf)
Pond C1 3,691 3,691
The other underground water quality system, designated as “Pond C2”, is designed with a volume of 1,567-cf which
exceeds the minimum design requirements for the area (1,487-cf). Below is a summary table for water quality
related to Basins C1 and C2. Refer to Appendix B for additional information.
Pond
WQCV Required
(cf)
WQCV Provided
(cf)
Pond C2 1,487 1,567
Water quality treatment for Basin C1 is ultimately the responsibility of the adjacent development; however, due to
the build out of the Venus Ave roadway, water quality treatment is required with the installation of the northwestern
half of Venus Ave. The underground chambers are designed to be a permanent facility for the proposed Basins C1
and C2 only. Future off-site development of the neighboring property to the northwest is to provide a separate
private water quality system for the basin west of Venus Avenue.
Downstream of the Pond C1 and Pond C2 outfall is a 12” culvert under the Fossil Creek Trail. In its existing condition,
approximately 4.7-cfs is conveyed through the 12” culvert prior to overtopping the Fossil Creek Trail – this culvert is
not sufficient to convey the historic 10-year event (i.e., 12.41-cfs). In the site’s improved condition, larger storm
events would continue to overtop the Fossil Creek Trail at a 10-year event of 9.60-cfs.
Designed upstream of the Fossil Creek culvert is a drainage channel (Channel C), sized to convey stormwater from
Underground Ponds C1 and C2. Turf Reinforcement Matting would be included with the design of Channel C for
channel stabilization purposes. A channel capacity analysis is included in Appendix B.
Channel C would remain within the drainage easement until the landowner pursues development of the property.
In the case of future development, the landowner would potentially be required to replace the conveyance feature
with an improved feature if removed.
III.Extended Detention - WQCV
The proposed site improvements include water quality for Basins A1, A3, A6, and B1. The accumulation of these
basins necessitates a WQCV approximately 939-cf. Pond A1 is sufficiently sized to provide this combined treatment
volume with additional capacity. Below is a summary table for water quality related to Basins A1, A3, A6, and B1.
Refer to Appendix B for additional information.
Pond
Treated Area
(acre)
%
Impervious
WQCV Required
(cf)
WQCV Provided
(cf)
Pond A1 2.1 24.7 939 2,461
* Required WQCV represents the sum of each sub-basin. See Appendix B for calculation breakdown.
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IV.Forebays
The proposed site improvements also include several forebay basins located upstream of the Lang Gulch Outfall. In
addition to bioretention and extended detention methods, four forebay basins are designed to treat all “A” Basins,
“B” Basins, and Basin OS1. Mile High Flood District design criteria (Table EDV-4 of Volume 3 of the UDFCD manual)
is referenced with the design of each forebay. Calculations related to the forebay designs are provided in Appendix
B.
Low Impact Development (LID)
In December of 2015, Fort Collins City Council adopted the revised Low Impact Development (LID) policy and criteria which
requires developments within City limits to meet certain enhanced stormwater treatment requirements in addition to more
standard treatment techniques. The proposed development will be required to meet the newly adopted LID criteria which
requires the following:
-Treat no less than 75% of any newly added impervious area using one or a combination of LID techniques.
-Treat no less than 50% of any newly added impervious area using one or a combination of LID techniques when at
least 25% of any newly added pavement is provided with permeable pavement.
The following measures are implemented with this proposed development:
I.Underground Water Quality
Basins C1-C6, combined for 144,990-sf of proposed impervious area, are designed to be routed through underground
water quality systems located in the northern region of the site. The proposed impervious area treated through
underground water quality chambers includes proposed parking, driveway, roof areas, and landscaping. The
underground water quality systems are designed with an overall combined capacity of 6,572-cf which exceeds the
minimum design requirements for the area. Refer to Appendix B for additional information.
II.Bioretention
Basins A2, A4-A5, and A7-A16, accounting for 227,748-sf of proposed impervious area, are designed to be conveyed
to Bioretention Pond A2. All new or modified impervious area related to Basins A2, A4-A5, and A7-A16 is to be
treated by Pond A2.
Basins B2-B7, accounting for 84,158-sf of proposed impervious area, are designed to be conveyed to Bioretention
Pond A3. All new or modified impervious area related to Basins B2-B7 is to be treated by Pond A3.
Provided the LID measures noted above, approximately 83.6% of the site is treated in its improved condition. Refer to
Appendix B for LID calculations and Appendix D for a LID Treatment Map. Below is a summary LID treatment table for
reference.
75% On-Site Treatment by LID Requirement
New or Modified Impervious Area (Total) 12.16 acre
Required Minimum Impervious Area to be Treated 9.12 acre
Impervious Area Treated by LID Treatment Method #1
(Bioretention) 6.84 acre
Impervious Area Treated by LID Treatment Method #2
(Underground WQ Chambers) 3.33 acre
Total Impervious Area Treated 10.17 acre
Percent of Impervious Areas Treated by LID 83.6 %
F INAL D RAINAGE R EPORT
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10 U21004_Drainage Report
Detention
I.Pond A1
The design of Pond A1 is intended for extended detention purposes for all ‘A” Basins (8.43-acres), “B” Basins (3.41-
acres), Basin C1 (0.61-acres), and Basin C2 (0.90-acres). Though Pond A1 is not physically related to Basins C1 and
C2, these basins are analyzed to provide for an area swap with Basin OS1. Sub-basins C1 and C2 will free release
along the northern flow path with exchange for additional "area swap" detention in Pond A1. This detention facility
is designed to release captured runoff at a rate of 2.67-cfs in the 100-yr event, equivalent to the 0.2-cfs/acre
criterion. For emergency situations, the pond is designed to spill stormwater through the emergency overflow
structure which is located at the western end of the detention pond. Water discharged from the emergency overflow
will be conveyed directly to the Lang Gulch.
Below is a summary of Pond A1 utilizing the FAA method:
Pond Bottom of
Pond
Detention
WSEL
Top of Pond
Elevation
Detention
Volume Required
(ac-ft)
Detention
Volume Provided
(ac-ft)
100-yr
Release Rate
(cfs)
Pond A1 5002.41 5010.00 5011.00 3.03 3.09 2.67
* Refer to the provided tables in the Drainage Summary section on the following pages for context related to
the 100-yr release for Pond A1.
Pond A1 is designed to release upstream of Lang Gulch avoiding the floodplain, erosion buffer and existing wetlands
near the channel bottom. Flows from the pond release will be directed to a level spreader prior to discharging onto
existing dense vegetation. A side slope analysis will be provided during final; however, due to existing vegetation
and exposed rock along the side slope, initial analysis anticipates the side slope to be stable in the proposed
conditions.
II.Pond C1
Runoff captured within Basins C3-C6 (i.e., 2.45-acres) is routed to underground chambers, designed to collect and
detain storm water runoff prior to being released to Fossil Creek. Stormwater events that exceed the water quality
event (see section Stormwater Quality narrative above) are designed to exceed the capacity of the system’s isolator
row and be further conveyed throughout the underground facility to other chambers for detention purposes. The
minimum 100-yr release via underground detention is established by a release rate per chamber to an underdrain –
this release rate is limited by flow through geotextile with accumulated sediment.
Below is a summary of Pond C1 utilizing the FAA method:
Pond
Detention Volume
Required
(ac-ft)
Detention Volume
Provided
(ac-ft)
100-yr
Release Rate
(cfs)
Pond C1 0.67 0.68 *0.49
* Refer to the provided tables in the Drainage Summary section on the
following pages for context related to the 100-yr release for Pond C1.
F INAL D RAINAGE R EPORT
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11 U21004_Drainage Report
Drainage Summary
A basin summary table is included below:
Existing/Historic Basins
Basin Area %I C2 C10 C100 Q2 Q10 Q100
(acre) (cfs) (cfs) (cfs)
EX1 2.12 65.0% 0.70 0.70 0.87 3.40 5.81 14.85
EX2 1.70 60.6% 0.67 0.67 0.84 2.63 4.49 11.47
EX3 0.41 82.1% 0.82 0.82 1.00 0.85 1.46 3.65
EX4 0.38 88.9% 0.89 0.89 1.00 0.96 1.65 3.80
EX5 7.97 2.0% 0.25 0.25 0.31 4.08 6.97 17.83
EX6 6.44 24.7% 0.41 0.41 0.52 5.46 9.33 23.85
OS1 3.27 43.0% 0.55 0.55 0.69 3.58 6.13 15.63
OS2 6.22 2.0% 0.25 0.25 0.31 3.19 5.44 13.91
Proposed Basins
Basin Area %I C2 C10 C100 Q2 Q10 Q100
(acre) (cfs) (cfs) (cfs)
A1 0.95 2.0% 0.25 0.25 0.31 0.51 0.86 2.21
A2 0.57 2.0% 0.25 0.25 0.31 0.30 0.52 1.32
A3 0.49 72.9% 0.76 0.76 0.95 0.79 1.35 4.64
A4 0.60 63.3% 0.69 0.69 0.86 0.88 1.50 4.80
A5 0.40 92.3% 0.89 0.89 1.00 0.77 1.30 3.74
A6 0.20 65.8% 0.71 0.71 0.88 0.30 0.52 1.66
A7 0.39 86.0% 0.85 0.85 1.00 0.74 1.27 3.93
A8 0.11 100.0% 0.95 0.95 1.00 0.28 0.48 1.10
A9 0.14 100.0% 0.95 0.95 1.00 0.34 0.59 1.43
A10 0.68 76.6% 0.78 0.78 0.98 1.13 1.93 6.19
A11 0.31 77.8% 0.79 0.79 0.99 0.52 0.89 2.86
A12 0.56 81.0% 0.81 0.81 1.00 1.01 1.74 4.96
A13 0.94 90.0% 0.95 0.95 1.00 1.90 3.25 7.26
A14 0.44 78.0% 0.79 0.79 0.99 0.77 1.32 3.66
A15 0.86 89.6% 0.88 0.88 1.00 1.67 2.86 7.23
A16 0.77 90.0% 0.95 0.95 1.00 1.68 2.87 7.16
B1 0.46 2.0% 0.25 0.25 0.31 0.25 0.42 1.07
B2 0.48 2.0% 0.25 0.25 0.31 0.26 0.44 1.12
B3 1.10 70.8% 0.74 0.74 0.93 1.74 2.96 7.88
B4 0.38 91.8% 0.89 0.89 1.00 0.75 1.29 2.95
B5 0.54 85.4% 0.85 0.85 1.00 0.97 1.66 4.53
B6 0.18 68.8% 0.73 0.73 0.91 0.30 0.51 1.56
B7 0.25 80.4% 0.81 0.81 1.00 0.45 0.78 2.52
C1 0.61 84.9% 0.84 0.84 1.00 1.05 1.80 5.68
C2 0.90 58.0% 0.65 0.65 0.81 1.20 2.04 6.79
C3.1 0.93 94.5% 0.91 0.91 1.00 1.86 3.19 7.15
C3.2 0.64 95.6% 0.91 0.91 1.00 1.29 2.21 5.11
C4 0.65 90.7% 0.88 0.88 1.00 1.22 2.07 6.01
C5 0.20 90.0% 0.88 0.88 1.00 0.38 0.65 1.70
C6 0.04 90.0% 0.95 0.95 1.00 0.09 0.16 0.39
D1 0.48 69.1% 0.73 0.73 0.91 0.74 1.27 4.34
E1 2.08 73.5% 0.76 0.76 0.95 2.95 5.04 17.36
OS1 3.27 43.0% 0.55 0.55 0.69 3.58 6.13 15.63
OS2 6.36 2.0% 0.25 0.25 0.31 3.26 5.57 14.23
F INAL D RAINAGE R EPORT
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12 U21004_Drainage Report
100-year Event: Proposed Runoff to College Ave
Basin
Designation
Flowrate
(cfs)
Basin D1 4.34
Basin E1 17.36
Proposed Runoff 21.70
Refer to Appendix D for an Existing Drainage Map that provides a visual representation of Existing Basins EX1-EX6 and OS1-
OS2. In the site’s existing condition, nearly 2.1-acres (i.e., Basin EX2 and EX4) of on-site runoff drains undetained to College
Ave. In addition to on-site basins EX2 and EX4, Basins EX1 and EX2 (i.e., College Ave) also contribute runoff to the west half
of College Ave – the entirety of Basins EX1-EX4 account for approximately 33.77-cfs in the 100-year event. In the site’s
improved condition, this 2.1-acre area is captured and conveyed to on-site detention; runoff related to all “A” basins are
detained. Moreover, the improved site is designed to convey 0.35-acres of College Ave runoff (see Basin A10). Despite the
addition of a drive lane to College Ave (i.e., additional impervious area), there is a significant reduction in runoff conveyed by
College Ave in the 100-year Event. The tables below summarize the impacts of the proposed improvements to College Ave
relative to the site’s existing condition. In the site’s its improved condition, the total runoff related to College Ave during the
100-year event is significantly reduced.
100-year Event: Existing Runoff to College Ave
In relation to the Fossil Creek, the site is designed to outfall to the west at two locations, including Lang Gulch. Ultimately, all
runoff conveyed to the west (i.e., Lang Gulch and Fossil Creek) has a similar design point in Fossil Creek, northwest of the site.
Per coordination with the City of Fort Collins Stormwater Engineering Department, swapping of basin areas is permitted given
grading constraints while maintain an overall release rate from each detention pond of 0.2 cfs/acre. The tables on the
following page summarize the impacts of the proposed improvements to Lang Gulch and Fossil Creek relative to the site’s
limiting criteria.
Basin
Designation
Flowrate
(cfs)
Basin EX1 14.85
Basin EX2 11.47
Basin EX3 3.65
Basin EX4 3.80
Existing Runoff 33.77
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13 U21004_Drainage Report
Lang Gulch Outfall
100-year Event: Existing Flows to Lang Gulch
Fossil Creek Outfall
100-year Event: Existing Flows to Fossil Creek
Overall Release to Fossil Creek
100-year Event: Overall Flows to Fossil Creek
(Including upstream Lang Gulch)
Basin
Designation
Flowrate
(cfs)
Basin OS1 15.63
Basin EX6 23.85
Total Release 39.48
Basin
Designation
Flowrate
(cfs)
Basin EX5 17.83
Basin OS2 13.91
Total Flows 31.74
Basin
Designation
Flowrate
(cfs)
Basin EX5 17.83
Basin EX6 23.85
Basin OS1 15.63
Basin OS2 13.91
Total Flows 71.22
100-yr Event: Proposed Flows to Fossil Creek
Basin/Pond
Designation
Area
(acre)
Flowrate
(cfs)
Pond C1 2.45 0.49
Basin C1 0.61 5.68*
Basin C2 0.90 6.79*
Basin OS2 6.36 14.23
Total Flows 27.19
* Flowrate of Basins C1 & C2 assumes no detention. A portion of Basin OS1,
however, is detained via an area swap with Basins C1 and C2. Basins C1 & C2
are accounted for in the detention design of Pond A1.
100-yr Event: Proposed On-Site Flows to Lang Gulch
Basin/Pond
Designation
Area
(acre)
Flowrate
(cfs)
Pond A1 13.35 2.67
Basin OS1 3.27 15.63*
Total Flows 18.30
* Flowrate of Basin OS1 assumes no detention. A portion of Basin OS1, however,
is detained via an area swap with Basins C1 and C2. The remainder of the flows
from Basin OS1 will overtop the spillway of Pond A1 (approximated at 4-cfs).
100-yr Event: Overall Flows to Fossil Creek
(Including upstream Lang Gulch)
Basin/Pond
Designation
Area
(acre)
Flowrate
(cfs)
Pond A1 13.35 2.67
Pond C1 2.45 0.49
Basin C1 0.61 5.68*
Basin C2 0.90 6.79*
Basin OS1 3.27 15.63*
Basin OS2 6.36 14.23
Total Flows 45.49
* Flowrate of Basin OS1 assumes no detention. A portion of Basin OS1, however,
is detained via an area swap with Basins C1 and C2. The remainder of the flows
from Basin OS1 will overtop the spillway of Pond A1 (approximated at 4-cfs).
F INAL D RAINAGE R EPORT
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14 U21004_Drainage Report
Standard Operating Procedures (SOPs)
In order for physical stormwater Best Management Practices (BMPs) to be effective, proper maintenance is essential.
Maintenance includes both routinely scheduled activities, as well as non-routine repairs that may be required after large
storms, or as a result of other unforeseen problems. Standard Operating Procedures should clearly identify BMP maintenance
responsibility. BMP maintenance is typically the responsibility of the entity owning the BMP.
Identifying who is responsible for maintenance of BMPs and ensuring that an adequate budget is allocated for maintenance
is critical to the long-term success of BMPs. Maintenance responsibility may be assigned either publicly or privately. For this
project, the privately owned BMPs including grass swales, underground water quality and detention, and the bioretention
pond, are to be maintained by the property owner.
Level Spreader
Limited to a release rate of 2.67-cfs, the outfall to Lang Gulch proposed with the site improvements, namely a level spreader,
is designed to ensure non-erosive sheet flow into Lang Gulch. This level spreader is 8-inches in depth (equivalent to the depth
of the Pond A1 outfall pipe) and 35-ft in length, designed at a recommended flowrate of approximately 13-ft per 1-cfs.
Referenced for the design of the level spreader are criteria per the “Low Impact Development Stormwater Management
Planning and Design Guide” by the Sustainable Technologies Evaluation Program.
A memorandum composed by Ayres Associates is included in Appendix C. This letter affirms the proposed level spreader and
its design to limit erosion of the Lang Gulch.
Storm Sewers
There are multiple storm sewer networks proposed with the site improvements. Several networks including roof drains,
storm drains, and underground water quality and detention features are proposed ultimately with outfalls to Fossil Creek.
Proposed storm sewer systems are both private and public, designed to accommodate the flows from the 100-year storm
event. Hydraulic computations of these systems are provided in Appendix B.
Inlets
There are multiple inlets proposed with the site improvements, including Nyloplast drain basins and Type R inlets. Type R
Inlets are designed throughout the site on-grade and in sump to capture developed runoff for detention. On-site drain basins
are designed in a sump condition and are designed to convey runoff produced within smaller interior basins to on-site
bioretention and detention facilities. All inlets on the site are sized to provide adequate capacity and convey the 100-year
storm event. Hydraulic computations of these systems are provided in Appendix B.
V.EROSION CONTROL
A separate Erosion Control Report / Storm Water Management Plan (SWMP) will be prepared for the site in accordance with
the Stormwater Discharge Permit for Colorado Department of Public Health and Environment as the site will disturb an area
greater than 1-acre. The Erosion Control Report will be completed during the Final Compliance phase of the project and will
include more detailed information on the sediment and erosion control items for this project. It is intended that the proposed
improvements will comply with Erosion Control Criteria per the FCSCM, and all Erosion Control Materials will be provided
with the Final Drainage Report. At a minimum, the following temporary BMP’s will be installed and maintained to control
on-site erosion and prevent sediment from traveling off-site during construction:
Silt Fence – a woven synthetic fabric that filters runoff. The silt fence is a temporary barrier that is placed at the base
of a disturbed area.
Vehicle Tracking Control – a stabilized stone pad located at points of ingress and egress on a construction site. The
stone pad is designed to reduce the amount of mud transported onto public roads by construction traffic.
Riprap – Riprap will be used downstream of all storm sewer outfalls to control erosion of the receiving channels.
F INAL D RAINAGE R EPORT
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15 U21004_Drainage Report
Inlet Protection – acts as a sediment filter. It is a temporary BMP and requires proper installation and maintenance
to ensure their performance.
Straw Wattles – wattles act as a sediment filter in swales around inlets. They are a temporary BMP and require
proper installation and maintenance to ensure their performance.
Slope Protection – Slopes should be terraced using a “tracked” vehicle, run perpendicular to slope to inhibit rill/gulley
erosion.
The contractor shall store all construction materials and equipment and shall provide maintenance and fueling of equipment
in confined areas on-site from which runoff will be contained and filtered. Temporary Best Management Practices (BMP’s)
will be inspected by the contractor at a minimum of once every two weeks and after each significant storm event.
VI.CONCLUSIONS
A.COMPLIANCE WITH STANDARDS
Storm drainage calculations have followed the guidelines provided by the Urban Storm Drainage Criteria Manuals Volumes
1, 2 and 3 and the City of Fort Collins Stormwater Criteria Manual. Moreover, Chapter 10 of the City Code has been adhered
to. Detention Pond A1 also adheres to State Senate Bill 15-212 drain time requirements (refer to Appendix C for calculations).
B.DRAINAGE CONCEPT
The drainage system has been designed to convey the runoff to the designated design points and the existing public
infrastructure in an effective, safe manner. No negative impacts are anticipated to the City of Fort Collins Master Drainage
Plan or to downstream properties or infrastructure due to the proposed improvements.
C.STORMWATER QUALITY
Multiple long-term stormwater quality measures have been selected for the site that will provide treatment of stormwater
prior it to being discharged from the site. For this site this includes grass swales, bioretention ponds, and underground water
quality.
VII.REFERENCES
1.City of Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, December 2018.
2.Urban Storm Drainage Criteria Manual Volume 1 and 2, Urban Drainage and Flood Control District, Denver, Colorado,
June 2001, Revised April 2008.
3.Natural Resources Conservation Service Web Soil Survey at: websoilsurvey.nrcs.usda.gov/app
4.Preliminary Flood Insurance Rate Map, FEMA, Panel 2079E, https://hazards.fema.gov/femaportal/
5.Stormwater Discharges Associated with Construction Activity, Stormwater Management Plan Preparation Guides, State
of Colorado, www.colorado.com
6.Low Impact Development Stormwater Management Planning and Design Guide, Sustainable Technologies Evaluation
Program, June 2022.
A PPENDIX A
D RAINAGE C ALCULATIONS
RUNOFF COEFFICIENTS AND % IMPERVIOUS
Nissan - Kia Dealership, Fort Collins, CO
Basin Design Pt.Composite
Total Total Roof (1)Asphalt Concrete(1)Gravel(1)Lawns(1)Imperviousness C2 C10 C100
acres %I = 90%%I = 100%%I = 100%%I =40%%I=2%(%I)
C=0.95 C=0.95 C=0.95 C=0.50 C=0.25
sf sf sf sf sf sf
EX1 EX1 2.12 92,255 54,030 3,425 4,665 30,135 65.0%0.70 0.70 0.87
EX2 EX2 1.70 74,165 4,185 5,225 32,995 6,200 25,560 60.6%0.67 0.67 0.84
EX3 EX3 0.41 18,045 10,235 2,435 5,375 -82.1%0.82 0.82 1.00
EX4 EX4 0.38 16,625 4,145 10,100 2,380 -88.9%0.89 0.89 1.00
EX5 EX5 7.97 347,140 347,140 2.0%0.25 0.25 0.31
EX6 EX6 6.44 280,470 7,095 15,390 42,290 2,450 213,245 24.7%0.41 0.41 0.52
OS1 OS1 3.27 142,330 20,800 36,360 4,460 80,710 43.0%0.55 0.55 0.69
OS2 OS2 6.22 270,840 270,840 2.0%0.25 0.25 0.31
Composite Runoff Coefficients (2)Areas
Existing Basins
Date: 9/13/2022 C:\United Civil Dropbox\Projects\U21004 - Nissan Dealership\Reports\Drainage\Calculations\U21004-Drain Calcs-FDP
RUNOFF COEFFICIENTS AND % IMPERVIOUS
Nissan - Kia Dealership, Fort Collins, CO
Basin Design Pt.Composite
Total Total Roof (1)Asphalt Concrete(1)Pavers(1)Lawns(1)Imperviousness C2 C10 C100
acres sf %I = 90%%I = 100%%I = 100%%I =40%%I=2%(%I)
C=0.95 C=0.95 C=0.95 C=0.50 C=0.25
sf sf sf sf sf
A1 A1 0.95 41,480 41,480 2.0%0.25 0.25 0.31
A2 A2 0.57 24,770 24,770 2.0%0.25 0.25 0.31
A3 A3 0.49 21,460 11,730 3,805 5,925 72.9%0.76 0.76 0.95
A4 A4 0.60 26,110 14,590 1,735 9,785 63.3%0.69 0.69 0.86
A5 A5 0.40 17,495 13,325 2,795 1,375 92.3%0.89 0.89 1.00
A6 A6 0.20 8,780 5,145 575 3,060 65.8%0.71 0.71 0.88
A7 A7 0.39 17,195 12,690 2,045 2,460 86.0%0.85 0.85 1.00
A8 A8 0.11 4,805 4,570 235 -100.0%0.95 0.95 1.00
A9 A9 0.14 6,250 5,310 940 -100.0%0.95 0.95 1.00
A10 A10 0.68 29,595 19,110 3,405 7,080 76.6%0.78 0.78 0.98
A11 A11 0.31 13,525 9,965 500 3,060 77.8%0.79 0.79 0.99
A12 A12 0.56 24,565 17,870 1,920 4,775 81.0%0.81 0.81 1.00
A13 A13 0.94 40,990 40,990 -90.0%0.95 0.95 1.00
A14 A14 0.44 19,170 13,235 1,635 4,300 78.0%0.79 0.79 0.99
A15 A15 0.86 37,570 25,750 7,850 3,970 89.6%0.88 0.88 1.00
A16 A16 0.77 33,500 33,500 -90.0%0.95 0.95 1.00
Storm Line E 1 3.96 172,570 20,800 53,235 8,840 -89,695 47.9%0.59 0.59 0.73
Storm Line H 2 6.22 270,770 74,490 136,415 23,060 -36,805 83.9%0.85 0.85 1.00
B1 B1 0.46 20,160 20,160 2.0%0.25 0.25 0.31
B2 B2 0.48 21,090 21,090 2.0%0.25 0.25 0.31
B3 B3 1.10 47,980 33,665 14,315 70.8%0.74 0.74 0.93
B4 B4 0.38 16,646 15,246 1,400 91.8%0.89 0.89 1.00
B5 B5 0.54 23,550 18,230 1,800 3,520 85.4%0.85 0.85 1.00
B6 B6 0.18 8,045 4,225 1,260 2,560 68.8%0.73 0.73 0.91
B7 B7 0.25 11,040 7,620 1,210 2,210 80.4%0.81 0.81 1.00
Storm Line G 5 1.36 59,281 -45,321 4,270 -9,690 84.0%0.84 0.84 1.00
C1 C1 0.61 26,565 16,845 5,625 4,095 84.9%0.84 0.84 1.00
C2 C2 0.90 39,100 16,340 6,020 16,740 58.0%0.65 0.65 0.81
C3.1 C3.1 0.93 40,354 29,825 8,260 2,269 94.5%0.91 0.91 1.00
C3.2 C3.2 0.64 27,731 20,725 5,750 1,256 95.6%0.92 0.92 1.00
C4 C4 0.65 28,140 23,780 1,680 2,680 90.7%0.88 0.88 1.00
C5 C5 0.20 8,825 6,230 1,695 900 90.0%0.88 0.88 1.00
C6 C6 0.04 1,840 1,840 -90.0%0.95 0.95 1.00
Storm Line A 3 1.51 65,665 -33,185 11,645 -20,835 68.9%0.73 0.73 0.91
Trail Culvert 4 7.87 342,730 -33,185 11,645 -297,900 14.8%0.34 0.34 0.43
D1 D1 0.48 20,830 12,950 1,315 6,565 69.1%0.73 0.73 0.91
E1 E1 2.08 90,425 54,180 11,755 24,490 73.5%0.76 0.76 0.95
OS1 OS1 3.27 142,330 20,800 36,360 4,460 80,710 43.0%0.55 0.55 0.69
OS2 OS2 6.36 277,065 277,065 2.0%0.25 0.25 0.31
Notes:
(1) Recommended % Imperviousness Values per Table 4.1-3 Surface Type - Percent Impervious in Fort Collins Stormwater Criteria Manual
(2) Runoff C is based Table 3.2-2. Surface Type - Runoff Coefficients and Table 3.2-3. Frequency Adjustment Factors in Fort Collins Stormwater Manual
(3) Storm Line E is an analysis of the routed flows between Basin A3, A6, and OS1
(4) Storm Line H is an analysis of the routed flows between Basins A4-A5, and A7-A16
(5) Storm Line A is an analysis of the routed flows between Basins C1 and Basin C2, plus the addition of Pond C1 release rate
(6) Trail Culvert calculations is an analysis of the routed flows between Basins C1-C2 and Basin OS2, plus the addition of Pond C1 release rate
Areas Composite Runoff Coefficients (2)
Proposed Basins
(3)
(4)
(5)
(6)
Date: 9/13/2022 C:\United Civil Dropbox\Projects\U21004 - Nissan Dealership\Reports\Drainage\Calculations\U21004-Drain Calcs-FDP
TIME OF CONCENTRATION (2-YR)
Nissan - Kia Dealership, Fort Collins, CO
Basin Design Pt.Area
CXCF(1)Length Slope Ti(2)Slope Length n R Velocity (3)Tt(4)Tc max (5)
acres ft %min %ft fps min min min min
EX1 EX1 2.12 0.70 50 2.2%18.7 2.3%1180 0.016 0.2 4.8 4.1 22.8 16.6 16.6
EX2 EX2 1.70 0.67 160 2.8%33.0 1.0%155 0.016 0.2 3.2 0.8 33.8 10.9 10.9
EX3 EX3 0.41 0.82 40 2.0%12.2 2.5%730 0.016 0.2 5.0 2.4 14.6 14.1 14.1
EX4 EX4 0.38 0.89 45 2.0%9.8 3.5%165 0.016 0.2 6.0 0.5 10.2 10.9 10.2
EX5 EX5 7.97 0.25 500 10.0%76.0 2.0%320 0.25 0.2 0.3 18.5 94.5 11.8 11.8
EX6 EX6 6.44 0.41 200 1.8%68.3 2.6%376 0.016 0.2 5.1 1.2 69.5 12.1 12.1
OS1 OS1 3.27 0.55 65 2.0%30.0 2.0%475 0.016 0.2 4.5 1.8 31.7 12.6 12.6
OS2 OS2 6.22 0.25 380 10.0%66.2 2.0%360 0.25 0.2 0.3 20.8 87.1 12.0 12.0
Travel/Channelized Time of Flow (Tt)
Existing Basins
Ti+Tt Final Tc
(6)
Overland Flow (Ti)
Date: 9/13/2022 C:\United Civil Dropbox\Projects\U21004 - Nissan Dealership\Reports\Drainage\Calculations\U21004-Drain Calcs-FDP
TIME OF CONCENTRATION (2-YR)
Nissan - Kia Dealership, Fort Collins, CO
Basin Design Pt.Area
CXCF(1)Length Slope Ti(2)Slope Length n R Velocity (3)Tt(4)Tc max (5)
acres ft %min %ft fps min min min min
A1 A1 0.95 0.25 120 14.0%33.3 1.0%160 0.016 0.2 3.2 0.8 34.2 10.9 10.9
A2 A2 0.57 0.25 45 12.0%21.5 0.5%170 0.016 0.2 2.3 1.3 22.7 10.9 10.9
A3 A3 0.49 0.76 40 2.0%14.8 1.5%210 0.016 0.2 3.9 0.9 15.7 11.2 11.2
A4 A4 0.60 0.69 70 2.6%21.5 2.8%170 0.016 0.2 5.3 0.5 22.0 10.9 10.9
A5 A5 0.40 0.89 95 3.9%10.9 0.6%100 0.016 0.2 2.5 0.7 11.6 10.6 10.6
A6 A6 0.20 0.71 65 2.2%20.9 2.0%90 0.016 0.2 4.5 0.3 21.3 10.5 10.5
A7 A7 0.39 0.85 45 3.0%10.0 1.0%70 0.016 0.2 3.2 0.4 10.3 10.4 10.3
A8 A8 0.11 0.95 45 2.9%6.1 0.6%50 0.016 0.2 2.5 0.3 6.4 10.3 6.4
A9 A9 0.14 0.95 45 2.2%6.6 0.8%110 0.016 0.2 2.8 0.6 7.3 10.6 7.3
A10 A10 0.68 0.78 60 2.0%16.7 0.8%210 0.016 0.2 2.8 1.2 17.9 11.2 11.2
A11 A11 0.31 0.79 50 2.0%14.8 0.6%130 0.016 0.2 2.5 0.9 15.7 10.7 10.7
A12 A12 0.56 0.81 80 2.0%17.4 0.6%85 0.016 0.2 2.5 0.6 18.0 10.5 10.5
A13 A13 0.94 0.95 200 2.0%14.4 2.0%100 0.016 0.2 4.5 0.4 14.8 10.6 10.6
A14 A14 0.44 0.79 160 3.3%22.4 0.5%40 0.016 0.2 2.3 0.3 22.7 10.2 10.2
A15 A15 0.86 0.88 160 3.3%16.3 0.5%80 0.016 0.2 2.3 0.6 16.9 10.4 10.4
A16 A16 0.77 0.95 75 2.0%8.8 2.0%60 0.016 0.2 4.5 0.2 9.1 10.3 9.1
Storm Line E 1 3.96 0.85 65 2.0%13.4 2.0%475 0.016 0.2 4.5 1.8 15.2 12.6 12.6
Storm Line H 2 6.22 0.85 145 4.0%16.0 1.3%750 0.016 0.2 3.6 3.4 19.4 14.2 14.2
B1 B1 0.46 0.25 50 25.0%17.8 0.5%110 0.016 0.2 2.3 0.8 18.6 10.6 10.6
B2 B2 0.48 0.25 50 25.0%17.8 1.5%130 0.016 0.2 3.9 0.6 18.3 10.7 10.7
B3 B3 1.10 0.74 200 2.0%34.5 0.8%115 0.016 0.2 2.8 0.7 35.2 10.6 10.6
B4 B4 0.38 0.89 195 1.6%21.3 1.6%15 0.016 0.2 4.0 0.1 21.4 10.1 10.1
B5 B5 0.54 0.85 130 2.7%17.9 0.5%110 0.016 0.2 2.3 0.8 18.7 10.6 10.6
B6 B6 0.18 0.73 95 2.5%23.0 4.0%50 0.016 0.2 6.4 0.1 23.1 10.3 10.3
B7 B7 0.25 0.81 55 3.7%11.9 5.2%40 0.016 0.2 7.3 0.1 12.0 10.2 10.2
Storm Line G 5 1.36 0.84 85 2.2%16.1 0.5%350 0.016 0.2 2.3 2.6 18.7 11.9 11.9
C1 C1 0.61 0.84 55 2.5%12.1 5.0%380 0.016 0.2 7.1 0.9 13.0 12.1 12.1
C2 C2 0.90 0.65 60 2.5%22.0 5.0%300 0.016 0.2 7.1 0.7 22.7 11.7 11.7
C3.1 C3.1 0.93 0.91 375 5.0%18.4 2.0%50 0.016 0.2 4.5 0.2 18.6 10.3 10.3
C3.2 C3.2 0.64 0.92 275 5.0%15.1 2.5%75 0.016 0.2 5.0 0.2 15.4 10.4 10.4
C4 C4 0.65 0.88 130 5.0%12.4 1.5%165 0.016 0.2 3.9 0.7 13.1 10.9 10.9
C5 C5 0.20 0.88 180 3.0%17.7 1.8%95 0.016 0.2 4.3 0.4 18.0 10.5 10.5
C6 C6 0.04 0.95 65 2.0%8.2 2.0%75 0.016 0.2 4.5 0.3 8.5 10.4 8.5
Storm Line A 3.00 1.51 0.73 55 2.5%17.4 5.0%380 0.016 0.2 7.1 0.9 18.3 12.1 12.1
Trail Culvert 4 7.87 0.34 55 2.5%35.5 5.0%580 0.016 0.2 7.1 1.4 36.9 13.2 13.2
D1 D1 0.48 0.73 40 2.0%15.9 2.5%210 0.016 0.2 5.0 0.7 16.6 11.2 11.2
E1 E1 2.08 0.76 40 2.0%14.6 2.5%940 0.016 0.2 5.0 3.1 17.7 15.2 15.2
OS1 OS1 3.27 0.55 65 2.0%30.0 2.0%475 0.016 0.2 4.5 1.8 31.7 12.6 12.6
OS2 OS2 6.36 0.25 380 10.0%66.2 2.0%360 0.25 0.2 0.3 20.8 87.1 12.0 12.0
Notes:
(1) C=CX*CF is less than or equal to 1.0 (Cf = 1.0)
(2) ti = [1.87(1.1-CXCF)L1/2]/S1/3, S= slope in %, L=length of overland flow (200' max urban, 500' max rural)
(3) V=(1.49/n)R2/3S1/2, S = slope in ft/ft, FCSCM Equation 5-4
(4) tt=L/(V*60 sec/min)
(5) Maximum tc = total length/180 + 10
(6) Minimum tc = 5 min
Proposed Basins
Overland Flow (Ti)Travel/Channelized Time of Flow (Tt)
Ti+Tt Final Tc
(6)
Date: 9/13/2022 C:\United Civil Dropbox\Projects\U21004 - Nissan Dealership\Reports\Drainage\Calculations\U21004-Drain Calcs-FDP
TIME OF CONCENTRATION (10-YR)
Nissan - Kia Dealership, Fort Collins, CO
Basin Design Pt.Area
CXCF(1)Length Slope Ti(2)Slope Length n R Velocity (3)Tt(4)Tc max (5)
acres ft %min %ft fps min min min min
EX1 EX1 2.12 0.70 50 2.2%18.7 2.3%1180 0.016 0.2 4.8 4.1 22.8 16.6 16.6
EX2 EX2 1.70 0.67 160 2.8%33.0 1.0%155 0.016 0.2 3.2 0.8 33.8 10.9 10.9
EX3 EX3 0.41 0.82 40 2.0%12.2 2.5%730 0.016 0.2 5.0 2.4 14.6 14.1 14.1
EX4 EX4 0.38 0.89 45 2.0%9.8 3.5%165 0.016 0.2 6.0 0.5 10.2 10.9 10.2
EX5 EX5 7.97 0.25 500 10.0%76.0 2.0%320 0.25 0.2 0.3 18.5 94.5 11.8 11.8
EX6 EX6 6.44 0.41 200 1.8%68.3 2.6%376 0.016 0.2 5.1 1.2 69.5 12.1 12.1
OS1 OS1 3.27 0.55 65 2.0%30.0 2.0%475 0.016 0.2 4.5 1.8 31.7 12.6 12.6
OS2 OS2 6.22 0.25 380 10.0%66.2 2.0%360 0.25 0.2 0.3 20.8 87.1 12.0 12.0
Existing Basins
Overland Flow (Ti)Travel/Channelized Time of Flow (Tt)
Ti+Tt Final Tc
(6)
Date: 9/13/2022 C:\United Civil Dropbox\Projects\U21004 - Nissan Dealership\Reports\Drainage\Calculations\U21004-Drain Calcs-FDP
TIME OF CONCENTRATION (10-YR)
Nissan - Kia Dealership, Fort Collins, CO
Basin Design Pt.Area
CXCF(1)Length Slope Ti(2)Slope Length n R Velocity (3)Tt(4)Tc max (5)
acres ft %min %ft fps min min min min
A1 A1 0.95 0.25 120 14.0%33.3 1.0%160 0.016 0.2 3.2 0.8 34.2 10.9 10.9
A2 A2 0.57 0.25 45 12.0%21.5 0.5%170 0.016 0.2 2.3 1.3 22.7 10.9 10.9
A3 A3 0.49 0.76 40 2.0%14.8 1.5%210 0.016 0.2 3.9 0.9 15.7 11.2 11.2
A4 A4 0.60 0.69 70 2.6%21.5 2.8%170 0.016 0.2 5.3 0.5 22.0 10.9 10.9
A5 A5 0.40 0.89 95 3.9%10.9 0.6%100 0.016 0.2 2.5 0.7 11.6 10.6 10.6
A6 A6 0.20 0.71 65 2.2%20.9 2.0%90 0.016 0.2 4.5 0.3 21.3 10.5 10.5
A7 A7 0.39 0.85 45 3.0%10.0 1.0%70 0.016 0.2 3.2 0.4 10.3 10.4 10.3
A8 A8 0.11 0.95 45 2.9%6.1 0.6%50 0.016 0.2 2.5 0.3 6.4 10.3 6.4
A9 A9 0.14 0.95 45 2.2%6.6 0.8%110 0.016 0.2 2.8 0.6 7.3 10.6 7.3
A10 A10 0.68 0.78 60 2.0%16.7 0.8%210 0.016 0.2 2.8 1.2 17.9 11.2 11.2
A11 A11 0.31 0.79 50 2.0%14.8 0.6%130 0.016 0.2 2.5 0.9 15.7 10.7 10.7
A12 A12 0.56 0.81 80 2.0%17.4 0.6%85 0.016 0.2 2.5 0.6 18.0 10.5 10.5
A13 A13 0.94 0.95 200 2.0%14.4 2.0%100 0.016 0.2 4.5 0.4 14.8 10.6 10.6
A14 A14 0.44 0.79 160 3.3%22.4 0.5%40 0.016 0.2 2.3 0.3 22.7 10.2 10.2
A15 A15 0.86 0.88 160 3.3%16.3 0.5%80 0.016 0.2 2.3 0.6 16.9 10.4 10.4
A16 A16 0.77 0.95 75 2.0%8.8 2.0%60 0.016 0.2 4.5 0.2 9.1 10.3 9.1
Storm Line E 1 3.96 0.85 65 2.0%13.4 2.0%475 0.016 0.2 4.5 1.8 15.2 12.6 12.6
Storm Line H 2 6.22 0.85 145 4.0%16.0 1.3%750 0.016 0.2 3.6 3.4 19.4 14.2 14.2
B1 B1 0.46 0.25 50 25.0%17.8 0.5%110 0.016 0.2 2.3 0.8 18.6 10.6 10.6
B2 B2 0.48 0.25 50 25.0%17.8 1.5%130 0.016 0.2 3.9 0.6 18.3 10.7 10.7
B3 B3 1.10 0.74 200 2.0%34.5 0.8%115 0.016 0.2 2.8 0.7 35.2 10.6 10.6
B4 B4 0.38 0.89 195 1.6%21.3 1.6%15 0.016 0.2 4.0 0.1 21.4 10.1 10.1
B5 B5 0.54 0.85 130 2.7%17.9 0.5%110 0.016 0.2 2.3 0.8 18.7 10.6 10.6
B6 B6 0.18 0.73 95 2.5%23.0 4.0%50 0.016 0.2 6.4 0.1 23.1 10.3 10.3
B7 B7 0.25 0.81 55 3.7%11.9 5.2%40 0.016 0.2 7.3 0.1 12.0 10.2 10.2
Storm Line G 5 1.36 0.84 85 2.2%16.1 0.5%350 0.016 0.2 2.3 2.6 18.7 11.9 11.9
C1 C1 0.61 0.84 55 2.5%12.1 5.0%380 0.016 0.2 7.1 0.9 13.0 12.1 12.1
C2 C2 0.90 0.65 60 2.5%22.0 5.0%300 0.016 0.2 7.1 0.7 22.7 11.7 11.7
C3.1 C3.1 0.93 0.91 375 5.0%18.4 2.0%50 0.016 0.2 4.5 0.2 18.6 10.3 10.3
C3.2 C3.2 0.64 0.92 275 5.0%15.1 2.0%75 0.016 0.2 4.5 0.3 15.4 10.4 10.4
C4 C4 0.65 0.88 130 5.0%12.4 1.5%165 0.016 0.2 3.9 0.7 13.1 10.9 10.9
C5 C5 0.20 0.88 180 3.0%17.7 1.8%95 0.016 0.2 4.3 0.4 18.0 10.5 10.5
C6 C6 0.04 0.95 65 2.0%8.2 2.0%75 0.016 0.2 4.5 0.3 8.5 10.4 8.5
Storm Line A 3.00 1.51 0.73 55 2.5%17.4 5.0%380 0.016 0.2 7.1 0.9 18.3 12.1 12.1
Trail Culvert 4.00 7.87 0.34 55 2.5%35.5 5.0%580 0.016 0.2 7.1 1.4 36.9 13.2 13.2
D1 D1 0.48 0.73 40 2.0%15.9 2.5%210 0.016 0.2 5.0 0.7 16.6 11.2 11.2
E1 E1 2.08 0.76 40 2.0%14.6 2.5%940 0.016 0.2 5.0 3.1 17.7 15.2 15.2
OS1 OS1 3.27 0.55 65 2.0%30.0 2.0%475 0.016 0.2 4.5 1.8 31.7 12.6 12.6
OS2 OS2 6.36 0.25 380 10.0%66.2 2.0%360 0.25 0.2 0.3 20.8 87.1 12.0 12.0
Notes:
(1) C=CX*CF is less than or equal to 1.0 (Cf = 1.0)
(2) ti = [1.87(1.1-CXCF)L1/2]/S1/3, S= slope in %, L=length of overland flow (200' max urban, 500' max rural)
(3) V=(1.49/n)R2/3S1/2, S = slope in ft/ft, FCSCM Equation 5-4
(4) tt=L/(V*60 sec/min)
(5) Maximum tc = total length/180 + 10
(6) Minimum tc = 5 min
Proposed Basins
Overland Flow (Ti)Travel/Channelized Time of Flow (Tt)
Ti+Tt Final Tc
(6)
Date: 9/13/2022 C:\United Civil Dropbox\Projects\U21004 - Nissan Dealership\Reports\Drainage\Calculations\U21004-Drain Calcs-FDP
TIME OF CONCENTRATION (100-YR)
Nissan - Kia Dealership, Fort Collins, CO
Basin Design Pt.Area
CXCF(1)Length Slope Ti(2)Slope Length n R Velocity (3)Tt(4)Tc max (5)
acres ft %min %ft fps min min min min
EX1 EX1 2.12 1.00 50 2.2%4.7 2.3%1180 0.016 0.2 4.8 4.1 8.8 16.6 8.8
EX2 EX2 1.70 1.00 160 2.8%7.7 1.0%155 0.016 0.2 3.2 0.8 8.5 10.9 8.5
EX3 EX3 0.41 1.00 40 2.0%4.3 2.5%730 0.016 0.2 5.0 2.4 6.7 14.1 6.7
EX4 EX4 0.38 1.00 45 2.0%4.6 3.5%165 0.016 0.2 6.0 0.5 5.0 10.9 5.0
EX5 EX5 7.97 0.39 500 10.0%63.4 2.0%320 0.25 0.2 0.3 18.5 81.9 11.8 11.8
EX6 EX6 6.44 0.65 200 1.8%45.1 2.6%376 0.016 0.2 5.1 1.2 46.4 12.1 12.1
OS1 OS1 3.27 0.86 65 2.0%12.9 2.0%475 0.016 0.2 4.5 1.8 14.7 12.6 12.6
OS2 OS2 6.22 0.39 380 10.0%55.3 2.0%360 0.25 0.2 0.3 20.8 76.1 12.0 12.0
Existing Basins
Overland Flow (Ti)Travel/Channelized Time of Flow (Tt)
Ti+Tt Final Tc
(6)
Date: 9/13/2022 C:\United Civil Dropbox\Projects\U21004 - Nissan Dealership\Reports\Drainage\Calculations\U21004-Drain Calcs-FDP
TIME OF CONCENTRATION (100-YR)
Nissan - Kia Dealership, Fort Collins, CO
Basin Design Pt.Area
CXCF(1)Length Slope Ti(2)Slope Length n R Velocity (3)Tt(4)Tc max (5)
acres ft %min %ft fps min min min min
A1 A1 0.95 0.39 120 14.0%27.8 1.0%160 0.016 0.2 3.2 0.8 28.6 10.9 10.9
A2 A2 0.57 0.39 45 12.0%17.9 0.5%170 0.016 0.2 2.3 1.3 19.2 10.9 10.9
A3 A3 0.49 1.00 40 2.0%4.3 1.5%210 0.016 0.2 3.9 0.9 5.2 11.2 5.2
A4 A4 0.60 1.00 70 2.6%5.2 2.8%170 0.016 0.2 5.3 0.5 5.7 10.9 5.7
A5 A5 0.40 1.00 95 3.9%5.3 0.6%100 0.016 0.2 2.5 0.7 6.0 10.6 6.0
A6 A6 0.20 1.00 65 2.2%5.3 2.0%90 0.016 0.2 4.5 0.3 5.6 10.5 5.6
A7 A7 0.39 1.00 45 3.0%4.0 1.0%70 0.016 0.2 3.2 0.4 4.4 10.4 5.0
A8 A8 0.11 1.00 45 2.9%4.0 0.6%50 0.016 0.2 2.5 0.3 4.4 10.3 5.0
A9 A9 0.14 1.00 45 2.2%4.4 0.8%110 0.016 0.2 2.8 0.6 5.1 10.6 5.1
A10 A10 0.68 1.00 60 2.0%5.3 0.8%210 0.016 0.2 2.8 1.2 6.5 11.2 6.5
A11 A11 0.31 1.00 50 2.0%4.8 0.6%130 0.016 0.2 2.5 0.9 5.7 10.7 5.7
A12 A12 0.56 1.00 80 2.0%6.1 0.6%85 0.016 0.2 2.5 0.6 6.7 10.5 6.7
A13 A13 0.94 1.00 200 2.0%9.6 2.0%100 0.016 0.2 4.5 0.4 10.0 10.6 10.0
A14 A14 0.44 1.00 160 3.3%7.3 0.5%40 0.016 0.2 2.3 0.3 7.6 10.2 7.6
A15 A15 0.86 1.00 160 3.3%7.3 0.5%80 0.016 0.2 2.3 0.6 7.9 10.4 7.9
A16 A16 0.77 1.00 75 2.0%5.9 2.0%60 0.016 0.2 4.5 0.2 6.1 10.3 6.1
Storm Line E 1 3.96 1.00 65 2.0%5.5 2.0%475 0.016 0.2 4.5 1.8 7.2 12.6 7.2
Storm Line H 2 6.22 1.00 145 4.0%6.5 1.3%750 0.016 0.2 3.6 3.4 10.0 14.2 10.0
B1 B1 0.46 0.39 50 25.0%14.8 0.5%110 0.016 0.2 2.3 0.8 15.6 10.6 10.6
B2 B2 0.48 0.39 50 25.0%14.8 1.5%130 0.016 0.2 3.9 0.6 15.4 10.7 10.7
B3 B3 1.10 1.00 200 2.0%9.6 0.8%115 0.016 0.2 2.8 0.7 10.3 10.6 10.3
B4 B4 0.38 1.00 195 1.6%10.2 1.6%15 0.016 0.2 4.0 0.1 10.3 10.1 10.1
B5 B5 0.54 1.00 130 2.7%7.0 0.5%110 0.016 0.2 2.3 0.8 7.8 10.6 7.8
B6 B6 0.18 1.00 95 2.5%6.2 4.0%50 0.016 0.2 6.4 0.1 6.3 10.3 6.3
B7 B7 0.25 1.00 55 3.7%4.1 5.2%40 0.016 0.2 7.3 0.1 4.2 10.2 5.0
Storm Line G 5 1.36 1.00 85 2.2%6.1 0.5%350 0.016 0.2 2.3 2.6 8.7 11.9 8.7
C1 C1 0.61 1.00 55 2.5%4.7 5.0%380 0.016 0.2 7.1 0.9 5.6 12.1 5.6
C2 C2 0.90 1.00 60 2.5%4.9 5.0%300 0.016 0.2 7.1 0.7 5.6 11.7 5.6
C3.1 C3.1 0.93 1.00 375 5.0%9.7 0.5%50 0.016 0.2 2.3 0.4 10.1 10.3 10.1
C3.2 C3.2 0.64 1.00 275 5.0%8.3 2.0%75 0.016 0.2 4.5 0.3 8.6 10.4 8.6
C4 C4 0.65 1.00 130 5.0%5.7 1.5%165 0.016 0.2 3.9 0.7 6.4 10.9 6.4
C5 C5 0.20 1.00 180 3.0%8.0 1.8%95 0.016 0.2 4.3 0.4 8.4 10.5 8.4
C6 C6 0.04 1.00 65 2.0%5.5 2.0%75 0.016 0.2 4.5 0.3 5.8 10.4 5.8
Storm Line A 3 1.51 1.00 55 2.5%4.7 5.0%380 0.016 0.2 7.1 0.9 5.6 12.1 5.6
Trail Culvert 4.00 7.87 0.53 55 2.5%26.5 5.0%580 0.016 0.2 7.1 1.4 27.9 13.2 13.2
D1 D1 0.48 1.00 40 2.0%4.3 2.5%210 0.016 0.2 5.0 0.7 5.0 11.2 5.0
E1 E1 2.08 1.00 40 2.0%4.3 2.5%940 0.016 0.2 5.0 3.1 7.4 15.2 7.4
OS1 OS1 3.27 0.86 65 2.0%12.9 2.0%475 0.016 0.2 4.5 1.8 14.7 12.6 12.6
OS2 OS2 6.36 0.39 380 10.0%55.3 2.0%360 0.25 0.2 0.3 20.8 76.1 12.0 12.0
Notes:
(1) C=CX*CF is less than or equal to 1.0 (Cf = 1.25)
(2) ti = [1.87(1.1-CXCF)L1/2]/S1/3, S= slope in %, L=length of overland flow (200' max urban, 500' max rural)
(3) V=(1.49/n)R2/3S1/2, S = slope in ft/ft, FCSCM Equation 5-4
(4) tt=L/(V*60 sec/min)
(5) Maximum tc = total length/180 + 10
(6) Minimum tc = 5 min
Proposed Basins
Overland Flow (Ti)Travel/Channelized Time of Flow (Tt)
Ti+Tt Final Tc
(6)
Date: 9/13/2022 C:\United Civil Dropbox\Projects\U21004 - Nissan Dealership\Reports\Drainage\Calculations\U21004-Drain Calcs-FDP
RATIONAL METHOD PEAK RUNOFF
Nissan - Kia Dealership, Fort Collins, CO
Basin Design Pt.Contributing Area 2-Year 100-Year
Basins acre tc tc C2 C10 C100 I2 I10 I100 Q2 Q10 Q100
min min in/hr in/hr in/hr cfs cfs cfs
EX1 EX1 EX1 2.12 17 9 0.70 0.70 0.87 1.75 2.99 8.03 2.59 4.42 14.85
EX2 EX2 EX2 1.70 11 9 0.67 0.67 0.84 2.13 3.63 8.03 2.43 4.15 11.47
EX3 EX3 EX3 0.41 14 7 0.82 0.82 1.00 1.92 3.29 8.80 0.65 1.11 3.65
EX4 EX4 EX4 0.38 10 5 0.89 0.89 1.00 2.21 3.78 9.95 0.75 1.28 3.80
EX5 EX5 EX5 7.97 12 12 0.25 0.25 0.31 2.05 3.50 7.16 4.08 6.97 17.83
EX6 EX6 EX6 6.44 12 12 0.41 0.41 0.52 2.05 3.50 7.16 5.46 9.33 23.85
OS1 OS1 OS1 3.27 13 13 0.55 0.55 0.69 1.98 3.39 6.92 3.58 6.13 15.63
OS2 OS2 OS2 6.22 12 12 0.25 0.25 0.31 2.05 3.50 7.16 3.19 5.44 13.91
Existing Basins
Peak DischargeRainfall IntensityRunoff Coefficients
Date: 9/13/2022 C:\United Civil Dropbox\Projects\U21004 - Nissan Dealership\Reports\Drainage\Calculations\U21004-Drain Calcs-FDP
RATIONAL METHOD PEAK RUNOFF
Nissan - Kia Dealership, Fort Collins, CO
Existing Basins
Basin Design Pt.Contributing Area 2-Year 100-Year
Basins acre tc tc C2 C10 C100 I2 I10 I100 Q2 Q10 Q100
min min in/hr in/hr in/hr cfs cfs cfs
A1 A1 A1 0.95 11 11 0.25 0.25 0.31 2.13 3.63 7.42 0.51 0.86 2.21
A2 A2 A2 0.57 11 11 0.25 0.25 0.31 2.13 3.63 7.42 0.30 0.52 1.32
A3 A3 A3 0.49 11 5 0.76 0.76 0.95 2.13 3.63 9.95 0.79 1.35 4.64
A4 A4 A4 0.60 11 6 0.69 0.69 0.86 2.13 3.63 9.31 0.88 1.50 4.80
A5 A5 A5 0.40 11 6 0.89 0.89 1.00 2.13 3.63 9.31 0.77 1.30 3.74
A6 A6 A6 0.20 11 6 0.71 0.71 0.88 2.13 3.63 9.31 0.30 0.52 1.66
A7 A7 A7 0.39 10 5 0.85 0.85 1.00 2.21 3.78 9.95 0.74 1.27 3.93
A8 A8 A8 0.11 6 5 0.95 0.95 1.00 2.67 4.56 9.95 0.28 0.48 1.10
A9 A9 A9 0.14 7 5 0.95 0.95 1.00 2.52 4.31 9.95 0.34 0.59 1.43
A10 A10 A10 0.68 11 6 0.78 0.78 0.98 2.13 3.63 9.31 1.13 1.93 6.19
A11 A11 A11 0.31 11 6 0.79 0.79 0.99 2.13 3.63 9.31 0.52 0.89 2.86
A12 A12 A12 0.56 10 7 0.81 0.81 1.00 2.21 3.78 8.80 1.01 1.74 4.96
A13 A13 A13 0.94 11 10 0.95 0.95 1.00 2.13 3.63 7.72 1.90 3.25 7.26
A14 A14 A14 0.44 10 8 0.79 0.79 0.99 2.21 3.78 8.38 0.77 1.32 3.66
A15 A15 A15 0.86 10 8 0.88 0.88 1.00 2.21 3.78 8.38 1.67 2.86 7.23
A16 A16 A16 0.77 9 6 0.95 0.95 1.00 2.30 3.93 9.31 1.68 2.87 7.16
Storm Line E 1 A3, A6, OS1 3.96 13 7 0.59 0.59 0.73 1.98 3.39 8.80 4.60 7.87 25.54
Storm Line H 2 A4, A5, A7 - A16 6.22 14 10 0.85 0.85 1.00 1.92 3.29 7.72 10.20 17.48 47.99
B1 B1 B1 0.46 11 11 0.25 0.25 0.31 2.13 3.63 7.42 0.25 0.42 1.07
B2 B2 B2 0.48 11 11 0.25 0.25 0.31 2.13 3.63 7.42 0.26 0.44 1.12
B3 B3 B3 1.10 11 10 0.74 0.74 0.93 2.13 3.63 7.72 1.74 2.96 7.88
B4 B4 B4 0.38 10 10 0.89 0.89 1.00 2.21 3.78 7.72 0.75 1.29 2.95
B5 B5 B5 0.54 11 8 0.85 0.85 1.00 2.13 3.63 8.38 0.97 1.66 4.53
B6 B6 B6 0.18 10 6 0.73 0.73 0.91 2.21 3.78 9.31 0.30 0.51 1.56
B7 B7 B7 0.25 10 5 0.81 0.81 1.00 2.21 3.78 9.95 0.45 0.78 2.52
Storm Line G 5 B4 - B7 1.36 12 9 0.84 0.84 1.00 2.05 3.50 8.03 2.33 3.98 10.93
C1 C1 C1 0.61 12 6 0.84 0.84 1.00 2.05 3.50 9.31 1.05 1.80 5.68
C2 C2 C2 0.90 12 6 0.65 0.65 0.81 2.05 3.50 9.31 1.20 2.04 6.79
C3.1 C3.1 C3.1 0.93 10 10 0.91 0.91 1.00 2.21 3.78 7.72 1.86 3.19 7.15
C3.2 C3.2 C3.2 0.64 10 9 0.92 0.92 1.00 2.21 3.78 8.03 1.29 2.21 5.11
C4 C4 C4 0.65 11 6 0.88 0.88 1.00 2.13 3.63 9.31 1.22 2.07 6.01
C5 C5 C5 0.20 11 8 0.88 0.88 1.00 2.13 3.63 8.38 0.38 0.65 1.70
C6 C6 C6 0.04 9 6 0.95 0.95 1.00 2.30 3.93 9.31 0.09 0.16 0.39
Storm Line A 3 C1, C2 1.51 12 6 0.73 0.73 0.91 2.05 3.50 9.31 2.74 4.33 13.26
Trail Culvert 4 C1, C2, OS2 7.87 13 13 0.34 0.34 0.43 1.98 3.39 6.92 5.81 9.60 23.74
D1 D1 D1 0.48 11 5 0.73 0.73 0.91 2.13 3.63 9.95 0.74 1.27 4.34
E1 E1 E1 2.08 15 7 0.76 0.76 0.95 1.87 3.19 8.80 2.95 5.04 17.36
--
OS1 OS1 OS1 3.27 13 13 0.55 0.55 0.69 1.98 3.39 6.92 3.58 6.13 15.63
OS2 OS2 OS2 6.36 12 12 0.25 0.25 0.31 2.05 3.50 7.16 3.26 5.57 14.23
(1) Storm Line A is an analysis of the routed flows between Basins C1 and Basin C2, plus the addition of Pond C1 release rate
(2) Trail Culvert calculations is an analysis of the routed flows between Basins C1-C2 and Basin OS2, plus the addition of Pond C1 release rate
Proposed Basins
Runoff Coefficients Rainfall Intensity Peak Discharge
(1)(1)(1)
(2)(2)(2)
Date: 9/13/2022 C:\United Civil Dropbox\Projects\U21004 - Nissan Dealership\Reports\Drainage\Calculations\U21004-Drain Calcs-FDP
A PPENDIX B
H YDRAULIC C ALCULATIONS
LOW IMPACT DEVELOPMENT SUMMARY
Nissan - Kia Dealership, Fort Collins, CO
Basin Proposed
Impervious Area
LID Treatment Area Treated % of Site Treated
(sf)(acres)(sf)(%)
A1 830 None 0 0.0%
A2 495 Bioretention 495 0.1%
A3 15,654 None 0 0.0%
A4 16,521 Bioretention 16,521 3.1%
A5 16,148 Bioretention 16,148 3.0%
A6 5,781 None 0 0.0%
A7 14,784 Bioretention 14,784 2.8%
A8 4,805 Bioretention 4,805 0.9%
A9 6,250 Bioretention 6,250 1.2%
A10 17,269 Bioretention 17,269 3.3%
A11 10,526 Bioretention 2,065 0.4%
A12 19,886 Bioretention 19,886 3.8%
A13 36,891 Bioretention 36,891 7.0%
A14 14,956 Bioretention 14,956 2.8%
A15 33,679 Bioretention 33,679 6.4%
A16 30,150 Bioretention 30,150 5.7%
B1 403 None 0 0.0%
B2 422 Bioretention 422 0.1%
B3 33,951 Bioretention 33,951 6.4%
B4 15,274 Bioretention 15,274 2.9%
B5 20,100 Bioretention 20,100 3.8%
B6 5,536 Bioretention 5,536 1.0%
B7 8,874 Bioretention 8,874 1.7%
C1 22,552 Underground Water Quality 22,552 4.3%
C2 22,695 Underground Water Quality 22,695 4.3%
C3.1 38,130 Underground Water Quality 38,130 7.2%
C3.2 26,500 Underground Water Quality 26,500 5.0%
C4 25,514 Underground Water Quality 25,514 4.8%
C5 7,943 Underground Water Quality 7,943 1.5%
C6 1,656 Underground Water Quality 1,656 0.3%
D1 6,881 None 0 0.0%
E1 48,795 None 0 0.0%
Total New/Modified Site 529,851 443,046 83.6%
Low Impact Development (LID) Treated Areas
Date: 9/12/2022 C:\United Civil Dropbox\Projects\U21004 - Nissan Dealership\Reports\Drainage\Calculations\U21004-Drain Calcs-FDP (Revised)-CDB
WATER QUALITY
Nissan - Kia Dealership, Fort Collins, CO
Required Water Quality Capture Volume
Basin Area Area Imperviousness Watershed WQCV WQ Treatment
(sf)(acres)(%)(inches)(cf)Method
A1 41,480 0.952 2%0.02 63 Extended Detention
A2 24,770 0.569 2%0.01 30 Bioretention
A3(3)21,460 0.493 73%0.29 620 Extended Detention
A4 26,110 0.599 63%0.20 517 Bioretention
A5 17,495 0.402 92%0.34 590 Bioretention
A6(3)8,780 0.202 66%0.26 226 Extended Detention
A7 17,195 0.395 86%0.30 508 Bioretention
A8 4,805 0.110 100%0.40 192 Bioretention
A9 6,250 0.143 100%0.40 250 Bioretention
A10 29,595 0.679 77%0.25 729 Bioretention
A11 13,525 0.310 78%0.25 341 Bioretention
A12 24,565 0.564 81%0.27 657 Bioretention
A13 40,990 0.941 90%0.32 1,317 Bioretention
A14 19,170 0.440 78%0.25 485 Bioretention
A15 37,570 0.862 90%0.32 1,198 Bioretention
A16 33,500 0.769 90%0.32 1,076 Bioretention
B1 20,160 0.463 2%0.02 31 Extended Detention
B2 21,090 0.484 2%0.01 26 Bioretention
B3 47,980 1.101 71%0.22 1,069 Bioretention
B4 16,646 0.382 92%0.33 555 Bioretention
B5 23,550 0.541 85%0.29 687 Bioretention
B6 8,045 0.185 69%0.22 174 Bioretention
B7 11,040 0.253 80%0.26 292 Bioretention
C1 26,565 0.610 85%0.29 768 Underground Water Quality
C2 39,100 0.898 58%0.18 719 Underground Water Quality
C3.1 40,354 0.926 94%0.35 1,428 Underground Water Quality
C3.2 27,731 0.637 96%0.36 1,005 Underground Water Quality
C4 28,140 0.646 91%0.33 917 Underground Water Quality
C5 8,825 0.203 90%0.32 283 Underground Water Quality
C6 1,840 0.042 90%0.32 59 Underground Water Quality
D1 20,830 0.478 69%0.27 565 None
E1 90,425 2.076 73%0.29 2,636 None
OS1 142,330 3.267 43%0.19 2,671 None
(1)Water quality provided by bioretention and based on 12-hour storage
(2)Water quality provided by underground detention and based on 12-hour storage
(3) Based on 40 hr storage
(4) Basins D1 & E1 are related to CDOT R.O.W and are not captured with the site improvemens
(5) The larger Isolated row related to Pond C1 is designed to treat Basins C3.1, C3.2, C5, C6 - this required volume is 2,775 cf.
(6) The smaller Isolated row related to Pond C1 is designed to treat Basins C4 - this required volume is 917 cf.
BMP Facility Summary
Required Proposed
Facility WQCV WQCV
Designation ac-ft ac-ft
Detention Pond A1 0.02 0.06
Bioretention Pond A2 0.18 0.29
Bioretention Pond A3 0.06 0.08
Underground Pond C1 0.08 0.08
Underground Pond C2 0.02 0.04
(2, 5)
(2, 5)
(3)
(3)
(1)
(1)
(1)
(1)
(2, 6)
(2, 5)
(2, 5)
Date: 9/12/2022 C:\United Civil Dropbox\Projects\U21004 - Nissan Dealership\Reports\Drainage\Calculations\U21004-Drain Calcs-FDP (Revised)-CDB
UNDERGROUND DETENTION & WATER QUALITY
Nissan - Kia Dealership, Fort Collins, CO
Required Underground Detention/WQ Volume
Chamber Total Required Detention/ Chamber Chamber Chamber *Installed Min.End Cap *Installed Min.Min. Req'd Design No. of No. of Provided Provided Total
ID Detention/WQ WQ Type Unit Unit Chamber Unit No. of Unit End Cap WQ Isolator Row Controli Chambers End Caps Release Isolator Installed
Volumea Inflowb Release Volumed Volume inc.Chambersf Volumed Volume inc. Release Volume by Provided Provided Ratej Row System
Ratec Aggregatee Aggregatee Rateg FAA Methodh Volumek Volumel
(cf)(cfs)(cfs)(cf)(cf)(sf)(cf)(cf)(cfs)(cf)(cfs)(cf)(cf)
Pond C1 (Larger LID/WQ)2,775 1.17 MC-7200 0.043 175.90 267.30 10 39.50 115.30 0.43 1,078 WQCV 11 2 0.47 2,014 3,171
Pond C1 (Smaller LID/WQ)917 0.61 MC-7200 0.043 175.90 267.30 3 39.50 115.30 0.13 249 WQCV 6 2 0.26 1,134 1,834
Pond C1 (Detention)28,975 20.37 MC-7200 0.043 175.90 267.30 98 39.50 115.30 ---95 26 0.49 N/A 28,391
TOTAL Pond C1 32,667 MC-7200 0.043 175.90 267.30 111 39.50 115.30 0.43 1,078 WQCV 112 30 0.49 3,148 33,397
Pond C2 (LID/WQ)1,487 1.12 MC-7200 0.043 175.90 267.30 5 39.50 115.30 0.21 898 WQCV 5 2 0.2 959 1,567
*Volume assumes minimum aggregate depth below chamber.
a. Total required WQCV calculated per 12-hr drain time.
b. WQ inflow is approximated as one-half the 2-yr peak runoff rate.
c. Release rate per chamber, limited by flow through geotextile with accumulated sediment.
d. Volume within chamber only, not accounting for void spaces in surrounding aggregate. The Isolator Row(s) are sized per this unit volume.
e. Volume includes chamber and void spaces (40%) in surrounding aggregate, per chamber unit. The total system WQCV is sized per this unit volume.
f. Number of chambers required to provide full WQCV within total installed system, including aggregate.
g. Release rate per chamber times number of chambers. This is used at the 'outlet control' for the FAA calculations.
h. Minimum 'chamber-only' volume to ensure dirty water is fully contained within Isolator Row.
i. Determines whether the design is controlled by the Isolator Row volume or WQCV.
j. Release rate per chamber times number of chambers provided.
k. Volume provided in chambers only (no aggregate storage). This number must meet or exceed the required FAA storage volume.
l. System volume includes total number of chambers, plus surrounding aggregate. This number must meet or exceed the required 12-hr WQCV.
Date: 9/12/2022 C:\United Civil Dropbox\Projects\U21004 - Nissan Dealership\Reports\Drainage\Calculations\U21004-Drain Calcs-FDP (Revised)-CDB
DETENTION POND VOLUME (FAA Method)
Nissan - Kia Dealership, Fort Collins, CO
POND ID:Pond A1
100 Year Storm Into Detention Facility
Area =581,436 square feet
Area =13.35 acres
C 2 = 0.72
C 100 = 0.86 0.903689051
Release Rate Out of Pond
Q OUT = 2.67 cfs
Notes:
1. Pond Area includes all "A" Basins, all "B" Basins, and Basins C1 and C2. The C Basins are used to provide for an area swap from Basin OS1.
2. C100 value shown is a weighted average of the C values calculated using each sub-basin.
3. Release rate is equal to the Pond Area x 0.2 cfs/acre.
Detention Volume Calculations
Rainfall Rainfall Inflow Rate Inflow Volume Adjustment
Factor
Average Outflow Volume Required
Duration (T)Intensity (I)Qin= ∑C100*Area*I Vi=(Qin*T*60)Factor Outflow Rate Vo=Qav*T *60 Storage Volume
m= 0.5(1 + Tc/T) Qav = m*Qout Vs=Vi-Vo
min in/hr cfs ft 3 cfs ft 3 ft 3
5 9.95 113.7 34,104 1.00 2.67 801 33,303
10 7.72 88.2 52,921 1.00 2.67 1,602 51,319
15 6.52 74.5 67,043 1.00 2.67 2,403 64,640
20 5.60 64.0 76,777 1.00 2.67 3,204 73,573
25 4.98 56.9 85,346 1.00 2.67 4,004 81,341
30 4.52 51.6 92,955 1.00 2.67 4,805 88,150
35 4.08 46.6 97,890 1.00 2.67 5,606 92,284
40 3.74 42.7 102,552 1.00 2.67 6,407 96,145
45 3.46 39.5 106,734 1.00 2.67 7,208 99,526
50 3.23 36.9 110,709 1.00 2.67 8,009 102,701
55 3.03 34.6 114,240 1.00 2.67 8,810 105,430
60 2.86 32.7 117,633 1.00 2.67 9,611 108,023
70 2.59 29.6 124,283 1.00 2.67 11,212 113,070
80 2.38 27.2 130,521 1.00 2.67 12,814 117,707
90 2.21 25.2 136,347 1.00 2.67 14,416 121,932
100 2.06 23.5 141,215 1.00 2.67 16,018 125,197
110 1.94 22.2 146,287 1.00 2.67 17,619 128,668
120 1.84 21.0 151,360 1.00 2.67 19,221 132,139
Required Detention Volume
V 100 = 132,139 cubic feet
V 100 = 3.03 acre-ft
Date: 9/12/2022 C:\United Civil Dropbox\Projects\U21004 - Nissan Dealership\Reports\Drainage\Calculations\U21004-Drain Calcs-FDP (Revised)-CDB
DETENTION POND VOLUME (FAA Method)
Nissan - Kia Dealership, Fort Collins, CO
POND ID:Pond C1 - Underground Water Quality (Larger Isolated Row)
WQ Basin Characateristics
Area =78,750 square feet
Area =1.81 acres
C 2 = 0.91
C 100 = 1.00
WQ Release Rate Determined from Number of Chambers and Chamber Release Rate
Q OUT = 0.47 cfs
Notes:
1. Release rate out of pond based on number of chambers multiplied by release rate per chamber.
2. Rainfall intensities approximated as one-half the 2-yr peak runoff rate.
3. C2 utilized for water quality event detention calculation.
4. Isolated is designed to provide WQ for Basins C3, C5, C6.
Detention Volume Calculations
Rainfall Rainfall Inflow Rate Inflow Volume Adjustment
Factor
Average Outflow Volume Required
Duration (T)Intensity (I)Qin= ∑C100*Area*I Vi=(Qin*T*60)Factor Outflow Rate Vo=Qav*T *60 Storage Volume
m= 0.5(1 + Tc/T) Qav = m*Qout Vs=Vi-Vo
min in/hr cfs ft 3 cfs ft 3 ft 3
5 1.425 2.3 704 1.00 0.47 141 562
10 1.105 1.8 1,092 1.00 0.47 283 809
15 0.935 1.5 1,385 1.00 0.47 424 961
20 0.805 1.3 1,590 1.00 0.47 565 1,025
25 0.715 1.2 1,766 1.00 0.47 707 1,059
30 0.650 1.1 1,926 1.00 0.47 848 1,078
35 0.585 1.0 2,023 1.00 0.47 989 1,033
40 0.535 0.9 2,114 1.00 0.47 1,131 983
45 0.495 0.8 2,200 1.00 0.47 1,272 928
50 0.460 0.8 2,272 1.00 0.47 1,414 858
55 0.435 0.7 2,363 1.00 0.47 1,555 808
60 0.410 0.7 2,430 1.00 0.47 1,696 734
65 0.385 0.6 2,472 1.00 0.47 1,838 634
70 0.365 0.6 2,524 1.00 0.47 1,979 545
75 0.345 0.6 2,556 1.00 0.47 2,120 436
80 0.330 0.5 2,608 1.00 0.47 2,262 346
85 0.315 0.5 2,645 1.00 0.47 2,403 242
90 0.305 0.5 2,712 1.00 0.47 2,544 167
95 0.290 0.5 2,721 1.00 0.47 2,686 36
100 0.280 0.5 2,766 1.00 0.47 2,827 -61
105 0.270 0.4 2,800 1.00 0.47 2,968 -168
110 0.260 0.4 2,825 1.00 0.47 3,110 -285
115 0.255 0.4 2,897 1.00 0.47 3,251 -354
120 0.245 0.4 2,904 1.00 0.47 3,393 -488
Required Detention Volume
V 100 = 1,078 cubic feet
V 100 = 0.02 acre-ft
Date: 9/12/2022 C:\United Civil Dropbox\Projects\U21004 - Nissan Dealership\Reports\Drainage\Calculations\U21004-Drain Calcs-FDP (Revised)-CDB
DETENTION POND VOLUME (FAA Method)
Nissan - Kia Dealership, Fort Collins, CO
POND ID:Pond C1 - Underground Water Quality (Smaller Isolated Row)
WQ Basin Characateristics
Area =28,140 square feet
Area =0.65 acres
C 2 = 0.88
C 100 = 1.00
WQ Release Rate Determined from Number of Chambers and Chamber Release Rate
Q OUT = 0.26 cfs
Notes:
1. Release rate out of pond based on number of chambers multiplied by release rate per chamber.
2. Rainfall intensities approximated as one-half the 2-yr peak runoff rate.
3. C2 utilized for water quality event detention calculation.
4. Isolated Row is designed to provide WQ for Basin C4.
Detention Volume Calculations
Rainfall Rainfall Inflow Rate Inflow Volume Adjustment
Factor
Average Outflow Volume Required
Duration (T)Intensity (I)Qin= ∑C100*Area*I Vi=(Qin*T*60)Factor Outflow Rate Vo=Qav*T *60 Storage Volume
m= 0.5(1 + Tc/T) Qav = m*Qout Vs=Vi-Vo
min in/hr cfs ft 3 cfs ft 3 ft 3
5 1.425 0.8 244 1.00 0.26 77 167
10 1.105 0.6 378 1.00 0.26 154 224
15 0.935 0.5 480 1.00 0.26 231 249
20 0.805 0.5 551 1.00 0.26 308 243
25 0.715 0.4 612 1.00 0.26 386 226
30 0.650 0.4 668 1.00 0.26 463 205
35 0.585 0.3 701 1.00 0.26 540 161
40 0.535 0.3 733 1.00 0.26 617 116
45 0.495 0.3 763 1.00 0.26 694 69
50 0.460 0.3 787 1.00 0.26 771 16
55 0.435 0.2 819 1.00 0.26 848 -29
60 0.410 0.2 842 1.00 0.26 925 -83
65 0.385 0.2 857 1.00 0.26 1,002 -146
70 0.365 0.2 875 1.00 0.26 1,079 -205
75 0.345 0.2 886 1.00 0.26 1,157 -271
80 0.330 0.2 904 1.00 0.26 1,234 -330
85 0.315 0.2 917 1.00 0.26 1,311 -394
90 0.305 0.2 940 1.00 0.26 1,388 -448
95 0.290 0.2 943 1.00 0.26 1,465 -522
100 0.280 0.2 959 1.00 0.26 1,542 -583
105 0.270 0.2 971 1.00 0.26 1,619 -649
110 0.260 0.1 979 1.00 0.26 1,696 -717
115 0.255 0.1 1,004 1.00 0.26 1,773 -769
120 0.245 0.1 1,007 1.00 0.26 1,850 -844
Required Detention Volume
V 100 = 249 cubic feet
V 100 = 0.01 acre-ft
Date: 9/12/2022 C:\United Civil Dropbox\Projects\U21004 - Nissan Dealership\Reports\Drainage\Calculations\U21004-Drain Calcs-FDP (Revised)-CDB
DETENTION POND VOLUME (FAA Method)
Nissan - Kia Dealership, Fort Collins, CO
POND ID:Pond C1 - Underground Detention
100 Year Storm Into Detention Facility
Area =106,890 square feet
Area =2.45 acres
C 2 = 0.90
C 100 = 1.00
Release Rate Out of Pond
Q OUT = 0.49 cfs
Notes:
1. Pond area includes Basins C3 - C6.
2. C100 value shown is a weighted average of the C values calculated using each sub-basin.
3. Release rate is equal to the Pond Area x 0.2 cfs/acre.
Detention Volume Calculations
Rainfall Rainfall Inflow Rate Inflow Volume Adjustment
Factor
Average Outflow Volume Required
Duration (T)Intensity (I)Qin= ∑C100*Area*I Vi=(Qin*T*60)Factor Outflow Rate Vo=Qav*T *60 Storage Volume
m= 0.5(1 + Tc/T) Qav = m*Qout Vs=Vi-Vo
min in/hr cfs ft 3 cfs ft 3 ft 3
5 9.95 24.4 7,325 1.00 0.49 147 7,178
10 7.72 18.9 11,366 1.00 0.49 294 11,072
15 6.52 16.0 14,399 1.00 0.49 442 13,958
20 5.60 13.7 16,490 1.00 0.49 589 15,901
25 4.98 12.2 18,330 1.00 0.49 736 17,594
30 4.52 11.1 19,965 1.00 0.49 883 19,081
35 4.08 10.0 21,025 1.00 0.49 1,031 19,994
40 3.74 9.2 22,026 1.00 0.49 1,178 20,848
45 3.46 8.5 22,924 1.00 0.49 1,325 21,599
50 3.23 7.9 23,778 1.00 0.49 1,472 22,306
55 3.03 7.4 24,536 1.00 0.49 1,620 22,917
60 2.86 7.0 25,265 1.00 0.49 1,767 23,498
70 2.59 6.4 26,693 1.00 0.49 2,061 24,632
80 2.38 5.8 28,033 1.00 0.49 2,356 25,677
90 2.21 5.4 29,284 1.00 0.49 2,650 26,634
100 2.06 5.1 30,330 1.00 0.49 2,945 27,385
110 1.94 4.8 31,419 1.00 0.49 3,239 28,180
120 1.84 4.5 32,509 1.00 0.49 3,534 28,975
Required Detention Volume
V 100 = 28,975 cubic feet
V 100 = 0.67 acre-ft
Date: 9/12/2022 C:\United Civil Dropbox\Projects\U21004 - Nissan Dealership\Reports\Drainage\Calculations\U21004-Drain Calcs-FDP (Revised)-CDB
DETENTION POND VOLUME (FAA Method)
Nissan - Kia Dealership, Fort Collins, CO
POND ID:Pond C2 - Underground Water Quality
WQ Basin Characateristics
Area =65,665 square feet
Area =1.51 acres
C 2 = 0.73
C 100 = 0.89
WQ Release Rate Determined from Number of Chambers and Chamber Release Rate
Q OUT = 0.21 cfs
Notes:
1. Release rate out of pond based on number of chambers multiplied by release rate per chamber.
2. Rainfall intensities approximated as one-half the 2-yr peak runoff rate.
3. C2 utilized for water quality event detention calculation.
4. Pond is designed to provide WQ for Basins C1 & C2.
Detention Volume Calculations
Rainfall Rainfall Inflow Rate Inflow Volume Adjustment
Factor
Average Outflow Volume Required
Duration (T)Intensity (I)Qin= ∑C100*Area*I Vi=(Qin*T*60)Factor Outflow Rate Vo=Qav*T *60 Storage Volume
m= 0.5(1 + Tc/T) Qav = m*Qout Vs=Vi-Vo
min in/hr cfs ft 3 cfs ft 3 ft 3
5 1.425 1.6 469 1.00 0.21 64 405
10 1.105 1.2 727 1.00 0.21 129 599
15 0.935 1.0 923 1.00 0.21 193 731
20 0.805 0.9 1,060 1.00 0.21 257 803
25 0.715 0.8 1,177 1.00 0.21 321 856
30 0.650 0.7 1,284 1.00 0.21 386 898
35 0.585 0.6 1,348 1.00 0.21 450 898
40 0.535 0.6 1,409 1.00 0.21 514 895
45 0.495 0.5 1,467 1.00 0.21 578 888
50 0.460 0.5 1,514 1.00 0.21 643 872
55 0.435 0.5 1,575 1.00 0.21 707 868
60 0.410 0.4 1,620 1.00 0.21 771 849
65 0.385 0.4 1,648 1.00 0.21 835 812
70 0.365 0.4 1,682 1.00 0.21 900 783
75 0.345 0.4 1,704 1.00 0.21 964 740
80 0.330 0.4 1,738 1.00 0.21 1,028 710
85 0.315 0.3 1,763 1.00 0.21 1,092 670
90 0.305 0.3 1,807 1.00 0.21 1,157 651
95 0.290 0.3 1,814 1.00 0.21 1,221 593
100 0.280 0.3 1,843 1.00 0.21 1,285 558
105 0.270 0.3 1,866 1.00 0.21 1,349 517
110 0.260 0.3 1,883 1.00 0.21 1,414 469
115 0.255 0.3 1,931 1.00 0.21 1,478 453
120 0.245 0.3 1,936 1.00 0.21 1,542 394
Required Detention Volume
V 100 = 898 cubic feet
V 100 = 0.02 acre-ft
Date: 9/12/2022 C:\United Civil Dropbox\Projects\U21004 - Nissan Dealership\Reports\Drainage\Calculations\U21004-Drain Calcs-FDP (Revised)-CDB
DETENTION POND STORAGE AND ORIFICE CALCULATIONS
Nissan - Kia Dealership, Fort Collins, CO
POND ID:Detention Pond A1
Stage Storage Calculations
Elevation Area (sf)Depth (ft)
Incremental
Volume (cf)Volume total (cf)
Volume total (ac-
ft)
5,002.50 202.00 0.00 0 0 0.00
5,003.00 2,140.22 0.50 500 500 0.01
5,003.40 4,888.71 0.40 1,368 1,868 0.04
5,003.80 7,028.85 0.40 2,371 4,239 0.10
5,004.20 7,815.93 0.40 2,968 7,207 0.17
5,004.60 8,595.09 0.40 3,281 10,488 0.24
5,005.00 9,384.86 0.40 3,595 14,082 0.32
5,005.40 10,334.53 0.40 3,942 18,025 0.41
5,005.80 11,782.15 0.40 4,420 22,445 0.52
5,006.20 13,540.69 0.40 5,060 27,505 0.63
5,006.60 15,585.03 0.40 5,820 33,326 0.77
5,007.00 17,600.00 0.40 6,633 39,959 0.92
5,007.40 19,704.40 0.40 7,457 47,416 1.09
5,007.80 27,999.93 0.40 9,492 56,908 1.31
5,008.20 30,714.19 0.40 11,739 68,647 1.58
5,008.60 33,513.63 0.40 12,841 81,488 1.87
5,009.00 36,309.19 0.40 13,961 95,449 2.19
5,009.40 39,205.48 0.40 15,099 110,548 2.54
5,009.80 42,388.52 0.40 16,315 126,863 2.91
5,010.00 44,179.21 0.20 8,656 135,519 3.11
Detention Pond Storage & Water Quality
Detention Volume Required =132,139 ft3 Water Quality Volume Required =939 ft3
3.03 ac-ft 0.02 ac-ft
Elev81 - Elev80 (VolRequired-Vol80)+Elev80 Elev81 - Elev80 (VolRequired-Vol80)+Elev80
Vol81 - Vo80 Vol81 - Vo80
Required W.S. Elevation = 5009.93 ft Required W.S. Elevation = 5003.13 ft
Provided W.S. Elevation = 5010.00 ft Provided W.S. Elevation = 5003.50 ft
Detention Volume Provided =134,580 ft3 Water Quality Volume Provided =2,461 ft3
3.09 ac-ft 0.06 ac-ft
100-year Depth D = 7.50 ft Water Quality Depth D = 1.00 ft
Top-of-Berm = 5011.00 ft 100-year W.S. Elevation = 5010.00 ft
Freeboard = 1.00 ft Freeboard = 6.50 ft
Orifice Opening and Water Quality Plate
Orifice Flow Rate, Q = CoAo(2gHo)0.5 cfs Area Required per WQ Plate Row 0.42 in2
Area of orifice Ao, ft2 = Q diam of WQ Hole = 0.74 in
Co(2gHo)0.5 diam of WQ Hole (fraction) = 3/4 in
C o = 0.65 Space Between Rows 4 in
Q = Q out of pond = 2.67 cfs Number of Columns 1
gravitational acceleration g = 32.2 ft/sec2 Number of Rows 4
diam = 0.492 ft
Effective head on orifice H o = D-1/2diam =7.25 ft
Area of orifice A o = 0.19 ft2
Area of orifice A o = 27.36 in2
100-Year Orifice Diameter = 5.90 5 7/8 inches
100-Year Detention Volume and Elevations Water Quality Volume and Elevations
W.S. Elevation, ft = W.S. Elevation, ft =
100-Year Orifice Calculation Water Quality Plate Calculation
Date: 9/12/2022 C:\United Civil Dropbox\Projects\U21004 - Nissan Dealership\Reports\Drainage\Calculations\U21004-Drain Calcs-FDP (Revised)-CDB
DETENTION POND STORAGE AND ORIFICE CALCULATIONS
Nissan - Kia Dealership, Fort Collins, CO
POND ID:Underground Pond C1
Stage Storage Calculations
Elevation Area (sf)Depth (ft)
Incremental
Volume (cf)Volume total (cf)
Volume total (ac-
ft)
5,000.25 6,679 0.00 0 0 0.00
5,001.25 6,679 1.00 6,679 6,479 0.15
5,002.25 6,679 1.00 6,679 12,055 0.28
5,003.25 6,679 1.00 6,679 18,836 0.43
5,004.25 6,679 1.00 6,679 25,592 0.59
5,005.25 6,679 1.00 6,679 32,395 0.74
5,005.57 6,679 0.32 2,137 33,397 0.77
Detention Pond Storage
Detention Volume Required =32,667 ft3
0.75 ac-ft
Elev81 - Elev80 (VolRequired-Vol80)+Elev80
Vol81 - Vo80
Required W.S. Elevation = 5005.29 ft
Provided W.S. Elevation = 5005.57 ft
Detention Volume Provided =33,397 ft3
0.77 ac-ft
100-year Depth D = 5.32 ft
Finished Grade At Orifice = 5008.05 ft
Freeboard = 2.48 ft
100-Year Orifice Opening
Orifice Flow Rate, Q = CoAo(2gHo)0.5 cfs
Area of orifice Ao, ft2 = Q
Co(2gHo)0.5
C o = 0.65
Q = Q out of pond = 0.49 cfs
gravitational acceleration g = 32.2 ft/sec2
diam = 0.229 ft
Effective head on orifice H o = D-1/2diam =5.21 ft
Area of orifice A o = 0.04 ft2
Area of orifice A o = 5.94 in2
100-Year Orifice Diameter = 2.75 2 3/4 inches
100-Year Detention Volume and Elevations
W.S. Elevation, ft =
100-Year Orifice Calculation
Date: 9/12/2022 C:\United Civil Dropbox\Projects\U21004 - Nissan Dealership\Reports\Drainage\Calculations\U21004-Drain Calcs-FDP (Revised)-CDB
BIORETENTION POND STORAGE CALCULATIONS
Nissan - Kia Dealership, Fort Collins, CO
POND ID:Bioretention Pond A2
Stage Storage Calculations
Elevation
Area
(sf)
Depth
(ft)
Incremental Volume
(cf)
Volume total
(cf)
Volume total
(ac-ft)
5,009.00 11,254.68 0.00 0 0 0.00
5,009.20 11,773.11 0.20 2,303 2,303 0.05
5,009.40 12,253.02 0.20 2,402 4,705 0.11
5,009.60 12,684.44 0.20 2,494 7,199 0.17
5,009.80 13,081.77 0.20 2,577 9,775 0.22
5,010.00 13,472.06 0.20 2,655 12,430 0.29
Date: 9/2/2022 C:\United Civil Dropbox\Projects\U21004 - Nissan Dealership\Reports\Drainage\Calculations\U21004-Drain Calcs-FDP
BIORETENTION POND STORAGE CALCULATIONS
Nissan - Kia Dealership, Fort Collins, CO
POND ID:Bioretention Pond A3
Stage Storage Calculations
Elevation Area (sf)
Depth
(ft)
Incremental
Volume (cf)
Volume total
(cf)
Volume total
(ac-ft)
5,006.40 0.08 0.00 0 0 0.00
5,006.60 1,972.25 0.20 132 132 0.00
5,006.80 4,120.17 0.20 596 729 0.02
5,007.00 4,619.05 0.20 873 1,602 0.04
5,007.20 5,059.89 0.20 968 2,570 0.06
5,007.40 5,521.54 0.20 1,058 3,627 0.08
Date: 9/2/2022 C:\United Civil Dropbox\Projects\U21004 - Nissan Dealership\Reports\Drainage\Calculations\U21004-Drain Calcs-FDP
MHFD-Inlet, Version 5.01 (April 2021)
Worksheet Protected
INLET NAME Inlet A3.2 Inlet A3.3 Inlet G5
Site Type (Urban or Rural)URBAN URBAN URBAN
Inlet Application (Street or Area)STREET STREET STREET
Hydraulic Condition In Sump In Sump On Grade
Inlet Type CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening
USER-DEFINED INPUT
User-Defined Design Flows
Minor QKnown (cfs)1.2 1.1 0.5
Major QKnown (cfs)6.2 5.7 3.0
Bypass (Carry-Over) Flow from Upstream
Receive Bypass Flow from:No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received
Minor Bypass Flow Received, Qb (cfs)0.0 0.0 0.0
Major Bypass Flow Received, Qb (cfs)0.0 0.0 0.0
Watershed Characteristics
Subcatchment Area (acres)
Percent Impervious
NRCS Soil Type
Watershed Profile
Overland Slope (ft/ft)
Overland Length (ft)
Channel Slope (ft/ft)
Channel Length (ft)
Minor Storm Rainfall Input
Design Storm Return Period, Tr (years)
One-Hour Precipitation, P1 (inches)
Major Storm Rainfall Input
Design Storm Return Period, Tr (years)
One-Hour Precipitation, P1 (inches)
CALCULATED OUTPUT
Minor Total Design Peak Flow, Q (cfs)1.2 1.1 0.5
Major Total Design Peak Flow, Q (cfs)6.2 5.7 3.0
Minor Flow Bypassed Downstream, Qb (cfs)N/A N/A 0.0
Major Flow Bypassed Downstream, Qb (cfs)N/A N/A 0.8
INLET MANAGEMENT
DP C2 DP C1 DP B7
MHFD-Inlet, Version 5.01 (April 2021)
Worksheet Protected
INLET NAME
Site Type (Urban or Rural)
Inlet Application (Street or Area)
Hydraulic Condition
Inlet Type
USER-DEFINED INPUT
User-Defined Design Flows
Minor QKnown (cfs)
Major QKnown (cfs)
Bypass (Carry-Over) Flow from Upstream
Receive Bypass Flow from:
Minor Bypass Flow Received, Qb (cfs)
Major Bypass Flow Received, Qb (cfs)
Watershed Characteristics
Subcatchment Area (acres)
Percent Impervious
NRCS Soil Type
Watershed Profile
Overland Slope (ft/ft)
Overland Length (ft)
Channel Slope (ft/ft)
Channel Length (ft)
Minor Storm Rainfall Input
Design Storm Return Period, Tr (years)
One-Hour Precipitation, P1 (inches)
Major Storm Rainfall Input
Design Storm Return Period, Tr (years)
One-Hour Precipitation, P1 (inches)
CALCULATED OUTPUT
Minor Total Design Peak Flow, Q (cfs)
Major Total Design Peak Flow, Q (cfs)
Minor Flow Bypassed Downstream, Qb (cfs)
Major Flow Bypassed Downstream, Qb (cfs)
INLET MANAGEMENT
Inlet G4 Inlet A12 Inlet A14.2
URBAN URBAN URBAN
STREET STREET STREET
On Grade In Sump In Sump
CDOT Type R Curb Opening Denver No. 16 Combination Denver No. 16 Combination
0.3 1.2 0.4
1.8 6.0 1.7
No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received
0.0 0.0 0.0
0.0 0.0 0.0
0.3 1.2 0.4
1.8 6.0 1.7
0.0 N/A N/A
0.2 N/A N/A
DP B6 DP C4 DP C5
MHFD-Inlet, Version 5.01 (April 2021)
Worksheet Protected
INLET NAME
Site Type (Urban or Rural)
Inlet Application (Street or Area)
Hydraulic Condition
Inlet Type
USER-DEFINED INPUT
User-Defined Design Flows
Minor QKnown (cfs)
Major QKnown (cfs)
Bypass (Carry-Over) Flow from Upstream
Receive Bypass Flow from:
Minor Bypass Flow Received, Qb (cfs)
Major Bypass Flow Received, Qb (cfs)
Watershed Characteristics
Subcatchment Area (acres)
Percent Impervious
NRCS Soil Type
Watershed Profile
Overland Slope (ft/ft)
Overland Length (ft)
Channel Slope (ft/ft)
Channel Length (ft)
Minor Storm Rainfall Input
Design Storm Return Period, Tr (years)
One-Hour Precipitation, P1 (inches)
Major Storm Rainfall Input
Design Storm Return Period, Tr (years)
One-Hour Precipitation, P1 (inches)
CALCULATED OUTPUT
Minor Total Design Peak Flow, Q (cfs)
Major Total Design Peak Flow, Q (cfs)
Minor Flow Bypassed Downstream, Qb (cfs)
Major Flow Bypassed Downstream, Qb (cfs)
INLET MANAGEMENT
Inlet E2 Inlet H3.2 Inlet H3.3
URBAN URBAN URBAN
STREET STREET STREET
In Sump In Sump In Sump
CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening
4.6 0.8 0.9
25.5 4.5 4.0
No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received
0.0 0.0 0.0
0.0 0.0 0.0
4.6 0.8 0.9
25.5 4.5 4.0
N/A N/A N/A
N/A N/A N/A
DP 1 DP A4 DP A5
MHFD-Inlet, Version 5.01 (April 2021)
Worksheet Protected
INLET NAME
Site Type (Urban or Rural)
Inlet Application (Street or Area)
Hydraulic Condition
Inlet Type
USER-DEFINED INPUT
User-Defined Design Flows
Minor QKnown (cfs)
Major QKnown (cfs)
Bypass (Carry-Over) Flow from Upstream
Receive Bypass Flow from:
Minor Bypass Flow Received, Qb (cfs)
Major Bypass Flow Received, Qb (cfs)
Watershed Characteristics
Subcatchment Area (acres)
Percent Impervious
NRCS Soil Type
Watershed Profile
Overland Slope (ft/ft)
Overland Length (ft)
Channel Slope (ft/ft)
Channel Length (ft)
Minor Storm Rainfall Input
Design Storm Return Period, Tr (years)
One-Hour Precipitation, P1 (inches)
Major Storm Rainfall Input
Design Storm Return Period, Tr (years)
One-Hour Precipitation, P1 (inches)
CALCULATED OUTPUT
Minor Total Design Peak Flow, Q (cfs)
Major Total Design Peak Flow, Q (cfs)
Minor Flow Bypassed Downstream, Qb (cfs)
Major Flow Bypassed Downstream, Qb (cfs)
INLET MANAGEMENT
Inlet H4.1 Inlet H6 Inlet H7
URBAN URBAN URBAN
STREET STREET STREET
In Sump In Sump In Sump
CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening
0.7 0.8 1.7
4.2 3.7 7.2
No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received
0.0 0.0 0.0
0.0 0.0 0.0
0.7 0.8 1.7
4.2 3.7 7.2
N/A N/A N/A
N/A N/A N/A
DP A7 DP A14 DP A15
MHFD-Inlet, Version 5.01 (April 2021)
Worksheet Protected
INLET NAME
Site Type (Urban or Rural)
Inlet Application (Street or Area)
Hydraulic Condition
Inlet Type
USER-DEFINED INPUT
User-Defined Design Flows
Minor QKnown (cfs)
Major QKnown (cfs)
Bypass (Carry-Over) Flow from Upstream
Receive Bypass Flow from:
Minor Bypass Flow Received, Qb (cfs)
Major Bypass Flow Received, Qb (cfs)
Watershed Characteristics
Subcatchment Area (acres)
Percent Impervious
NRCS Soil Type
Watershed Profile
Overland Slope (ft/ft)
Overland Length (ft)
Channel Slope (ft/ft)
Channel Length (ft)
Minor Storm Rainfall Input
Design Storm Return Period, Tr (years)
One-Hour Precipitation, P1 (inches)
Major Storm Rainfall Input
Design Storm Return Period, Tr (years)
One-Hour Precipitation, P1 (inches)
CALCULATED OUTPUT
Minor Total Design Peak Flow, Q (cfs)
Major Total Design Peak Flow, Q (cfs)
Minor Flow Bypassed Downstream, Qb (cfs)
Major Flow Bypassed Downstream, Qb (cfs)
INLET MANAGEMENT
Inlet H4.2-1 Inlet H4.4 Inlet H4.5
URBAN URBAN URBAN
STREET STREET STREET
In Sump In Sump In Sump
Denver No. 16 Combination CDOT Type R Curb Opening CDOT Type C Grate
0.3 1.1 0.5
1.1 5.8 2.9
No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received
0.0 0.0 0.0
0.0 0.0 0.0
0.3 1.1 0.5
1.1 5.8 2.9
N/A N/A N/A
N/A N/A N/A
DP A8 DP A10 DP A11
MHFD-Inlet, Version 5.01 (April 2021)
Worksheet Protected
INLET NAME
Site Type (Urban or Rural)
Inlet Application (Street or Area)
Hydraulic Condition
Inlet Type
USER-DEFINED INPUT
User-Defined Design Flows
Minor QKnown (cfs)
Major QKnown (cfs)
Bypass (Carry-Over) Flow from Upstream
Receive Bypass Flow from:
Minor Bypass Flow Received, Qb (cfs)
Major Bypass Flow Received, Qb (cfs)
Watershed Characteristics
Subcatchment Area (acres)
Percent Impervious
NRCS Soil Type
Watershed Profile
Overland Slope (ft/ft)
Overland Length (ft)
Channel Slope (ft/ft)
Channel Length (ft)
Minor Storm Rainfall Input
Design Storm Return Period, Tr (years)
One-Hour Precipitation, P1 (inches)
Major Storm Rainfall Input
Design Storm Return Period, Tr (years)
One-Hour Precipitation, P1 (inches)
CALCULATED OUTPUT
Minor Total Design Peak Flow, Q (cfs)
Major Total Design Peak Flow, Q (cfs)
Minor Flow Bypassed Downstream, Qb (cfs)
Major Flow Bypassed Downstream, Qb (cfs)
INLET MANAGEMENT
Inlet H4.6 Inlet H4.7 Inlet G3
URBAN URBAN URBAN
STREET STREET STREET
In Sump In Sump In Sump
CDOT Type C Grate CDOT Type R Curb Opening Denver No. 16 Combination
1.0 0.3 1.0
4.7 1.4 4.5
No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received
0.0 0.0 0.0
0.0 0.0 0.0
1.0 0.3 1.0
4.7 1.4 4.5
N/A N/A N/A
N/A N/A N/A
DP A12 DP A9 DP B5
MHFD-Inlet, Version 5.01 (April 2021)
Worksheet Protected
INLET NAME
Site Type (Urban or Rural)
Inlet Application (Street or Area)
Hydraulic Condition
Inlet Type
USER-DEFINED INPUT
User-Defined Design Flows
Minor QKnown (cfs)
Major QKnown (cfs)
Bypass (Carry-Over) Flow from Upstream
Receive Bypass Flow from:
Minor Bypass Flow Received, Qb (cfs)
Major Bypass Flow Received, Qb (cfs)
Watershed Characteristics
Subcatchment Area (acres)
Percent Impervious
NRCS Soil Type
Watershed Profile
Overland Slope (ft/ft)
Overland Length (ft)
Channel Slope (ft/ft)
Channel Length (ft)
Minor Storm Rainfall Input
Design Storm Return Period, Tr (years)
One-Hour Precipitation, P1 (inches)
Major Storm Rainfall Input
Design Storm Return Period, Tr (years)
One-Hour Precipitation, P1 (inches)
CALCULATED OUTPUT
Minor Total Design Peak Flow, Q (cfs)
Major Total Design Peak Flow, Q (cfs)
Minor Flow Bypassed Downstream, Qb (cfs)
Major Flow Bypassed Downstream, Qb (cfs)
INLET MANAGEMENT
Inlet G2 Inlet F2 Inlet A8
URBAN URBAN URBAN
STREET STREET STREET
On Grade In Sump In Sump
Denver No. 16 Combination Denver No. 16 Combination Denver No. 16 Combination
0.8 1.7 1.9
3.0 7.9 7.2
No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received
0.0 0.0 0.0
0.0 0.0 0.0
0.8 1.7 1.9
3.0 7.9 7.2
0.0 N/A N/A
0.0 N/A N/A
DP B4 DP B3 DP C3.1
MHFD-Inlet, Version 5.01 (April 2021)
Worksheet Protected
INLET NAME
Site Type (Urban or Rural)
Inlet Application (Street or Area)
Hydraulic Condition
Inlet Type
USER-DEFINED INPUT
User-Defined Design Flows
Minor QKnown (cfs)
Major QKnown (cfs)
Bypass (Carry-Over) Flow from Upstream
Receive Bypass Flow from:
Minor Bypass Flow Received, Qb (cfs)
Major Bypass Flow Received, Qb (cfs)
Watershed Characteristics
Subcatchment Area (acres)
Percent Impervious
NRCS Soil Type
Watershed Profile
Overland Slope (ft/ft)
Overland Length (ft)
Channel Slope (ft/ft)
Channel Length (ft)
Minor Storm Rainfall Input
Design Storm Return Period, Tr (years)
One-Hour Precipitation, P1 (inches)
Major Storm Rainfall Input
Design Storm Return Period, Tr (years)
One-Hour Precipitation, P1 (inches)
CALCULATED OUTPUT
Minor Total Design Peak Flow, Q (cfs)
Major Total Design Peak Flow, Q (cfs)
Minor Flow Bypassed Downstream, Qb (cfs)
Major Flow Bypassed Downstream, Qb (cfs)
INLET MANAGEMENT
Inlet A7.3 User-Defined
URBAN
STREET
In Sump
Denver No. 16 Combination
1.3
5.1
No Bypass Flow Received
0.0
0.0
1.3
5.1
N/A
N/A
DP C3.2
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =20.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.015
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =25.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =17.0 25.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Nissan - Kia
Inlet A3.2
MHFD-Inlet_v5.01, Inlet A3.2 9/12/2022, 12:06 PM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =5.6 6.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =10.00 10.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.30 0.33 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.53 0.57
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.91 0.93
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =6.9 8.3 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.2 6.2 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
MHFD-Inlet_v5.01, Inlet A3.2 9/12/2022, 12:06 PM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =20.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.015
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =25.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =17.0 25.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Nissan - Kia
Inlet A3.3
MHFD-Inlet_v5.01, Inlet A3.3 9/12/2022, 12:06 PM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =5.6 6.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =10.00 10.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.30 0.33 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.53 0.57
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.91 0.93
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =6.9 8.3 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.1 5.7 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
MHFD-Inlet_v5.01, Inlet A3.3 9/12/2022, 12:06 PM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =20.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.015
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =25.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.050 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =17.0 25.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches
Allow Flow Depth at Street Crown (check box for yes, leave blank for no)
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =16.3 16.3 cfs
Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Nissan - Kia
Inlet G5
MHFD-Inlet_v5.01, Inlet G5 9/12/2022, 12:06 PM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening)No =1 1
Length of a Single Unit Inlet (Grate or Curb Opening)Lo =5.00 5.00 ft
Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10
Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR
Total Inlet Interception Capacity Q =0.5 2.2 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.8 cfs
Capture Percentage = Qa/Qo =C% =100 73 %
INLET ON A CONTINUOUS GRADE
MHFD-Inlet, Version 5.01 (April 2021)
CDOT Type R Curb OpeningCDOT Type R Curb Opening
MHFD-Inlet_v5.01, Inlet G5 9/12/2022, 12:06 PM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =20.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.015
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =25.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.050 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =17.0 25.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches
Allow Flow Depth at Street Crown (check box for yes, leave blank for no)
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =16.3 16.3 cfs
Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Nissan - Kia
Inlet G4
MHFD-Inlet_v5.01, Inlet G4 9/12/2022, 12:06 PM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening)No =1 1
Length of a Single Unit Inlet (Grate or Curb Opening)Lo =5.00 5.00 ft
Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10
Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR
Total Inlet Interception Capacity Q =0.3 1.6 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.2 cfs
Capture Percentage = Qa/Qo =C% =100 90 %
INLET ON A CONTINUOUS GRADE
MHFD-Inlet, Version 5.01 (April 2021)
CDOT Type R Curb OpeningCDOT Type R Curb Opening
MHFD-Inlet_v5.01, Inlet G4 9/12/2022, 12:06 PM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =1.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.015
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =20.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =20.0 20.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Nissan - Kia
Inlet A12
MHFD-Inlet_v5.01, Inlet A12 9/12/2022, 12:06 PM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =2 2
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 6.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =3.00 3.00 feet
Width of a Unit Grate Wo =1.73 1.73 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.31 0.31
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.60 3.60
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches
Angle of Throat (see USDCM Figure ST-5)Theta =0.00 0.00 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =0.523 0.523 ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.33 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.71 0.71
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.71 0.71
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =6.2 6.2 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.2 6.0 cfs
Denver No. 16 Combination
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Denver No. 16 Combination
Override Depths
MHFD-Inlet_v5.01, Inlet A12 9/12/2022, 12:06 PM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =0.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.015
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =20.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =20.0 20.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Nissan - Kia
Inlet A14.2
MHFD-Inlet_v5.01, Inlet A14.2 9/12/2022, 12:06 PM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 6.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =3.00 3.00 feet
Width of a Unit Grate Wo =1.73 1.73 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.31 0.31
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.60 3.60
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches
Angle of Throat (see USDCM Figure ST-5)Theta =0.00 0.00 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =0.523 0.523 ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.33 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 0.94
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 0.94
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =3.9 3.9 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.4 1.7 cfs
Denver No. 16 Combination
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Denver No. 16 Combination
Override Depths
MHFD-Inlet_v5.01, Inlet A14.2 9/12/2022, 12:06 PM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =11.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.015
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =25.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =17.0 25.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Nissan - Kia
Inlet E2
MHFD-Inlet_v5.01, Inlet E2 9/12/2022, 12:06 PM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =5.6 9.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =15.00 15.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.30 0.58 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.53 0.85
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.76 0.93
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =8.0 26.7 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =4.6 25.5 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override
MHFD-Inlet_v5.01, Inlet E2 9/12/2022, 12:06 PM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =1.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.015
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =26.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =26.0 26.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Nissan - Kia
Inlet H3.2
MHFD-Inlet_v5.01, Inlet H3.2 9/12/2022, 12:06 PM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 6.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.33 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.77 0.77
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 5.4 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.8 4.5 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
MHFD-Inlet_v5.01, Inlet H3.2 9/12/2022, 12:06 PM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =1.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.015
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =20.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =20.0 20.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Nissan - Kia
Inlet H3.3
MHFD-Inlet_v5.01, Inlet H3.3 9/12/2022, 12:06 PM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 6.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.33 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.77 0.77
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 5.4 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.9 4.0 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
MHFD-Inlet_v5.01, Inlet H3.3 9/12/2022, 12:06 PM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =6.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.015
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =20.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =20.0 20.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Nissan - Kia
Inlet H4.1
MHFD-Inlet_v5.01, Inlet H4.1 9/12/2022, 12:06 PM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 6.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.33 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.77 0.77
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 5.4 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.7 4.2 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
MHFD-Inlet_v5.01, Inlet H4.1 9/12/2022, 12:06 PM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =1.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.015
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =20.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =20.0 20.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Nissan - Kia
Inlet H6
MHFD-Inlet_v5.01, Inlet H6 9/12/2022, 12:06 PM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 6.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.33 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.77 0.77
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 5.4 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.8 3.7 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
MHFD-Inlet_v5.01, Inlet H6 9/12/2022, 12:06 PM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =5.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.015
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =25.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =25.0 25.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Nissan - Kia
Inlet H7
MHFD-Inlet_v5.01, Inlet H7 9/12/2022, 12:06 PM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 10.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.67 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.77 1.00
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 11.2 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.7 7.2 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
MHFD-Inlet_v5.01, Inlet H7 9/12/2022, 12:06 PM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =4.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.015
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =20.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =20.0 20.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Nissan - Kia
Inlet H4.2-1
MHFD-Inlet_v5.01, Inlet H4.2-1 9/12/2022, 12:06 PM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 6.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =3.00 3.00 feet
Width of a Unit Grate Wo =1.73 1.73 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.31 0.31
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.60 3.60
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches
Angle of Throat (see USDCM Figure ST-5)Theta =0.00 0.00 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =0.523 0.523 ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.33 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 0.94
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 0.94
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =3.9 3.9 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.3 1.1 cfs
Denver No. 16 Combination
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Denver No. 16 Combination
Override Depths
MHFD-Inlet_v5.01, Inlet H4.2-1 9/12/2022, 12:06 PM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =10.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.015
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =25.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =20.0 25.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Nissan - Kia
Inlet H4.4
MHFD-Inlet_v5.01, Inlet H4.4 9/12/2022, 12:06 PM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.42 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.77 0.90
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 7.5 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.1 5.8 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
MHFD-Inlet_v5.01, Inlet H4.4 9/12/2022, 12:06 PM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =15.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.010 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.015
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =30.0 ft
Gutter Width W =3.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =30.0 30.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Nissan - Kia
Inlet H4.5
MHFD-Inlet_v5.01, Inlet H4.5 9/12/2022, 12:06 PM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =0.00 0.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 8.3 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =2.92 2.92 feet
Width of a Unit Grate Wo =2.92 2.92 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.70 0.70
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =2.41 2.41
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.67 0.67
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =N/A N/A feet
Height of Vertical Curb Opening in Inches Hvert =N/A N/A inches
Height of Curb Orifice Throat in Inches Hthroat =N/A N/A inches
Angle of Throat (see USDCM Figure ST-5)Theta =N/A N/A degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =N/A N/A feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =N/A N/A
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =N/A N/A
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =N/A N/A
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =0.379 0.570 ft
Depth for Curb Opening Weir Equation dCurb =N/A N/A ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.95 1.00
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =2.0 3.8 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.5 2.9 cfs
CDOT Type C Grate
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type C Grate
Override Depths
MHFD-Inlet_v5.01, Inlet H4.5 9/12/2022, 12:06 PM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =30.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.015
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =30.0 ft
Gutter Width W =3.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =30.0 30.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Nissan - Kia
Inlet H4.6
MHFD-Inlet_v5.01, Inlet H4.6 9/12/2022, 12:06 PM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 8.3 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =2.92 2.92 feet
Width of a Unit Grate Wo =3.00 3.00 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.70 0.70
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =2.41 2.41
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.67 0.67
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =N/A N/A feet
Height of Vertical Curb Opening in Inches Hvert =N/A N/A inches
Height of Curb Orifice Throat in Inches Hthroat =N/A N/A inches
Angle of Throat (see USDCM Figure ST-5)Theta =N/A N/A degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =N/A N/A feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =N/A N/A
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =N/A N/A
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =N/A N/A
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =0.459 0.651 ft
Depth for Curb Opening Weir Equation dCurb =N/A N/A ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.95 1.00
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =2.7 4.7 cfs
WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED =1.0 4.7 cfs
CDOT Type C Grate
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type C Grate
Override Depths
MHFD-Inlet_v5.01, Inlet H4.6 9/12/2022, 12:06 PM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =6.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.015
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =20.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =20.0 20.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Nissan - Kia
Inlet H4.7
MHFD-Inlet_v5.01, Inlet H4.7 9/12/2022, 12:06 PM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 6.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.33 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.77 0.77
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 5.4 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.3 1.4 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
MHFD-Inlet_v5.01, Inlet H4.7 9/12/2022, 12:06 PM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =1.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.015
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =25.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =25.0 25.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =5.5 5.5 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Nissan - Kia
Inlet G3
MHFD-Inlet_v5.01, Inlet G3 9/12/2022, 12:06 PM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =2 2
Water Depth at Flowline (outside of local depression)Ponding Depth =5.5 5.5 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =3.00 3.00 feet
Width of a Unit Grate Wo =1.73 1.73 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.31 0.31
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.60 3.60
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches
Angle of Throat (see USDCM Figure ST-5)Theta =0.00 0.00 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =0.481 0.481 ft
Depth for Curb Opening Weir Equation dCurb =0.29 0.29 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.65 0.65
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.65 0.65
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =4.9 4.9 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.0 4.5 cfs
Denver No. 16 Combination
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Denver No. 16 Combination
Override Depths
MHFD-Inlet_v5.01, Inlet G3 9/12/2022, 12:06 PM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =1.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.015
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =25.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.005 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =25.0 25.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches
Allow Flow Depth at Street Crown (check box for yes, leave blank for no)
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =10.4 10.4 cfs
Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Nissan - Kia
Inlet G2
MHFD-Inlet_v5.01, Inlet G2 9/12/2022, 12:06 PM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening)No =3 3
Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft
Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =1.73 1.73 ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10
Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR
Total Inlet Interception Capacity Q =0.8 2.9 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.0 cfs
Capture Percentage = Qa/Qo =C% =100 100 %
INLET ON A CONTINUOUS GRADE
MHFD-Inlet, Version 5.01 (April 2021)
Denver No. 16 CombinationDenver No. 16 Combination
MHFD-Inlet_v5.01, Inlet G2 9/12/2022, 12:06 PM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =1.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.015
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =25.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =25.0 25.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches
Check boxes are not applicable in SUMP conditions 6
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Nissan - Kia
Inlet F2
MHFD-Inlet_v5.01, Inlet F2 9/12/2022, 12:06 PM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =3 3
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 6.1 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =3.00 3.00 feet
Width of a Unit Grate Wo =1.73 1.73 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.31 0.31
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.60 3.60
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches
Angle of Throat (see USDCM Figure ST-5)Theta =0.00 0.00 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =0.523 0.531 ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.34 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.57 0.58
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.97 0.98
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.57 0.58
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =7.6 7.9 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.7 7.9 cfs
Denver No. 16 Combination
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Denver No. 16 Combination
Override Depths
MHFD-Inlet_v5.01, Inlet F2 9/12/2022, 12:06 PM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =1.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.015
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =30.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =30.0 30.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Nissan - Kia
Inlet A8
MHFD-Inlet_v5.01, Inlet A8 9/12/2022, 12:06 PM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =3 3
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 6.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =3.00 3.00 feet
Width of a Unit Grate Wo =1.73 1.73 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.31 0.31
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.60 3.60
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches
Angle of Throat (see USDCM Figure ST-5)Theta =0.00 0.00 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =0.523 0.523 ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.33 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.57 0.57
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.97 0.97
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.57 0.57
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =7.6 7.6 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.9 7.2 cfs
Denver No. 16 Combination
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Denver No. 16 Combination
Override Depths
MHFD-Inlet_v5.01, Inlet A8 9/12/2022, 12:06 PM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =1.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.015
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =30.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =30.0 30.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Nissan - Kia
Inlet A7.3
MHFD-Inlet_v5.01, Inlet A7.3 9/12/2022, 12:06 PM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =2 2
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 6.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =3.00 3.00 feet
Width of a Unit Grate Wo =1.73 1.73 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.31 0.31
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.60 3.60
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches
Angle of Throat (see USDCM Figure ST-5)Theta =0.00 0.00 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =0.523 0.523 ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.33 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.71 0.71
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.71 0.71
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =6.2 6.2 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.3 5.1 cfs
Denver No. 16 Combination
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Denver No. 16 Combination
Override Depths
MHFD-Inlet_v5.01, Inlet A7.3 9/12/2022, 12:06 PM
ALIGNMENT A7
ALIGNMENT A7.1
ALIGNMENT H
ALIGNMENT H3
ALIGNMENT H4.1
ALIGNMENT H4.2
ALIGNMENT H4.2-1
ALIGNMENT H4.3
FOREBAY DESIGN
Nissan - Kia Dealership, Fort Collins, CO
Forebay ID:Forebay E1
Total Area:3.96 acres
Imperviousness:48%
Impervious Area:1.90 acres
Min. Forebay Volume:35.17 cf (1% of WQCV)
Max Forebay Depth:12 in
Design Volume:43 cf
Forebay ID:Forebay H1
Total Area:6.22 acres
Imperviousness:84%
Impervious Area:5.22 acres
Min. Forebay Volume:157.21 cf (2% of WQCV)
Max Forebay Depth:18 in
Design Volume:190 cf
Forebay ID:Forebay G1
Total Area:1.36 acres
Imperviousness:84%
Impervious Area:1.14 acres
Min. Forebay Volume:17.08 cf (1% of WQCV)
Max Forebay Depth:12 in
Design Volume:26 cf
Forebay ID:Forebay F1
Total Area:1.10 acres
Imperviousness:71%
Impervious Area:0.78 acres
Min. Forebay Volume:10.69 cf (1% of WQCV)
Max Forebay Depth:12 in
Design Volume:21 cf
Date: 6/13/2022 C:\United Civil Dropbox\Projects\U21004 - Nissan Dealership\Reports\Drainage\Calculations\U21004-Drain Calcs-FDP
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Apr 8 2022
Channel C: 100-yr Event
User-defined
Invert Elev (ft)= 4971.27
Slope (%)= 4.00
N-Value = 0.033
Calculations
Compute by:Known Q
Known Q (cfs)= 12.94
(Sta, El, n)-(Sta, El, n)...
( 11.16, 4972.46)-(18.77, 4971.27, 0.033)-(23.77, 4971.27, 0.033)-(31.24, 4973.06, 0.033)
Highlighted
Depth (ft)= 0.43
Q (cfs)= 12.94
Area (sqft)= 3.13
Velocity (ft/s)= 4.14
Wetted Perim (ft)= 9.63
Crit Depth, Yc (ft)= 0.50
Top Width (ft)= 9.55
EGL (ft)= 0.70
5 10 15 20 25 30 35 40
Elev (ft)Depth (ft)Section
4970.50 -0.77
4971.00 -0.27
4971.50 0.23
4972.00 0.73
4972.50 1.23
4973.00 1.73
4973.50 2.23
4974.00 2.73
Sta (ft)
Channel Section analyzed at the the location of smallest
longitudinal slope (4.0%).Known Q is the routed flows
between of Pond C1,Basin C1,and Basin C2.
A
Pipe End Riprap Sizing Calculations
Nissan-Kia, Fort Collins, Colorado
Circular
D or Da, Pipe
Diameter (ft)
H or Ha,
Culvert
Height (ft)
W, Culvert
Width (ft)
Yt/D Q/D1.5 Q/D2.5 Yt/H Q/WH0.5
Storm Line A Erosion Resistant 13.0 1.5 1.35 0.90 7.06 4.71 6.70 4.71 1.68 -1.69 Type L 4.5 5.0 1.50
Storm Line C Erosion Resistant 21.00 2.5 1.60 0.64 5.31 2.13 6.70 2.13 2.73 -5.33 Type L 7.5 5.0 1.50
Storm Line D Erosion Resistant 8.75 1.0 0.96 0.96 8.75 8.75 6.70 8.75 1.14 1.23 Type L 5.0 5.0 1.50
Pipe Parameters Calculations
Circular
Pipe
(Figure MD-21)
Froude
Parameter
Q/D2.5
Max 6.0
or
Q/WH1.5
Max 8.0
Design
Discharge
(cfs)
Pipe Designation
Box Culvert
Suggested Riprap Size
Rectangular
Pipe
(Figure MD-22)
***Spec
Min. Width of
Riprap (ft)
2*d50,
Depth
of
Riprap
(ft)
for L/2
Riprap
Type
(From
Figure
MD-21 or
MD-22)
Urban Drainage
pg MD-107
*for purposes of outlet protection during major floods, the acceptable velocity is set at 5.5 ft/sec for erosive soils and at 7.7 ft/sect for erosion resistant soils.
***Use Pipe Diameter for circular conduits as a minimum width.
**In no case should the length be less than 3H or 3D, nor does L need to be greater than 10H or 10D when the Froude Parameter is less than 8.0 or 6.0 respectively. Whenver the Froude parameter is greater than these maximums, increase the maximum L by 1/4 D or 1/4 H for each whole number by
which the Froude Parameter is greater than 8.0 or 6.0 respectively.
Soil Type
L=
1/(2tanq)*
[At/Yt)-W]
(ft)
**Spec Min.
Length of
Riprap (ft)
Culvert Parameters
*At=Q/V (ft)
Expansion
Factor
1/(2tanq)
(From
Figure
MD-23 or
MD-24)
Yt, Tailwater
Depth (ft)
Date: 9/1/2022 C:\United Civil Dropbox\Projects\U21004 - Nissan Dealership\Reports\Drainage\Calculations\Riprap\RiprapSizing
A PPENDIX C
R EFERENCED M ATERIALS
Stormwater Facility Name:
Facility Location & Jurisdiction:
User Input: Watershed Characteristics User Defined User Defined User Defined User Defined
Selected BMP Type =EDB Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs]
Watershed Area =13.35 acres 0.00 0 0.00 0.000
Watershed Length =970 ft 1.00 4,890 1.00 0.031
Watershed Length to Centroid =515 ft 2.00 8,205 2.00 1.320
Watershed Slope =0.030 ft/ft 3.00 10,335 3.00 1.650
Watershed Imperviousness =65.0%percent 4.00 14,563 4.00 1.920
Percentage Hydrologic Soil Group A =0.0%percent 5.00 19,705 5.00 2.160
Percentage Hydrologic Soil Group B =60.0%percent 6.00 32,115 6.00 2.380
Percentage Hydrologic Soil Groups C/D =40.0%percent 7.00 39,205 7.00 2.58
Target WQCV Drain Time =40.0 hours 7.50 44,180 7.50 2.67
User Input
After completing and printing this worksheet to a pdf, go to:
https://maperture.digitaldataservices.com/gvh/?viewer=cswdif
Create a new stormwater facility, and attach the PDF of this
worksheet to that record.
Routed Hydrograph Results
Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 50 Year 100 Year
One-Hour Rainfall Depth =N/A 0.82 1.13 1.40 2.39 2.86 in
CUHP Runoff Volume =0.283 0.523 0.781 1.048 2.172 2.731 acre-ft
Inflow Hydrograph Volume =N/A 0.523 0.781 1.048 2.172 2.731 acre-ft
Time to Drain 97% of Inflow Volume =32.3 28.5 24.9 22.0 15.1 16.8 hours
Time to Drain 99% of Inflow Volume =39.5 38.3 36.9 35.9 33.3 32.7 hours
Maximum Ponding Depth =2.39 2.61 3.48 4.21 6.19 6.84 ft
Maximum Ponded Area =0.21 0.22 0.28 0.36 0.77 0.87 acres
Maximum Volume Stored =0.284 0.330 0.542 0.775 1.827 2.368 acre-ft
Once CUHP has been run and the Stage-Area-Discharge
information has been provided, click 'Process Data' to
interpolate the Stage-Area-Volume-Discharge data and
generate summary results in the table below. Once this
is complete, click 'Print to PDF'.
Stormwater Detention and Infiltration Design Data Sheet
Fort Collins Nissan-Kia
Fort Collins
SDI-Design Data v2.00, Released January 2020
Location for 1-hr Rainfall Depths (use dropdown):
After providing required inputs above including 1-hour
rainfall depths, click 'Run CUHP' to generate runoff
hydrographs using the embedded Colorado Urban
Hydrograph Procedure.
SDI_Design_Data_v2.00.xlsm, Design Data 6/14/2022, 12:08 PM
Booleans for Message Booleans for CUHP
Watershed L:W 1 CUHP Inputs Complete
Watershed Lc:L 1 CUHP Results Calculated
Watershed Slope FALSE Time Interval
RunOnce 1
CountA 1
Draintime Coeff 1.0
User Precip 1
Equal SA Inputs 1
Equal SD Inputs 1
Stormwater Detention and Infiltration Design Data Sheet
0
10
20
30
40
50
60
0.1 1 10FLOW [cfs]TIME [hr]
100YR IN
100YR OUT
50YR IN
50YR OUT
10YR IN
10YR OUT
5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
0
1
2
3
4
5
6
7
8
0.1 1 10 100PONDING DEPTH [ft]DRAIN TIME [hr]
100YR
50YR
10YR
5YR
2YR
WQCV
SDI_Design_Data_v2.00.xlsm, Design Data 6/14/2022, 12:08 PM
Page 1 of 5
970.223.5556 | 3665 JFK Parkway, Bldg. 2, Suite 100 | Fort Collins, CO 80525-3152
www.AyresAssociates.com
Project: 36-4743.00 File: Fort Collins Nissan-Kia Detention Pond Impacts Memo
MEMORANDUM
To: Sam Eliason, PE, Kevin Brazelton, PE
From: Dusty Robinson, PE (Ayres), Mason Garfield, EI (Ayres)
Date: May 25, 2022 Project No.: 36-4743.00
Re: Nissan-Kia Development – Lang Gulch Assessment
This memorandum documents Ayres’ review of United Civil’s design plans and the expected impacts on
the outfall area of Pond A1.
Background
Fort Collins Nissan-Kia plans to construct a new building with associated drive lanes and inventory
parking lot. The proposed site grading plan incorporates bioretention treatment, underground chamber
treatment, and detention ponds to account for the increased impervious area of the site. Ayres was
tasked with determining the geomorphic impacts on the outfall area due to the outflow of a proposed
detention pond named “Pond A1” (Figure 1), which will receive flows from the watershed name “Basin
OS1” (Figure 2).
Figure 1. The proposed outfall area with the proposed detention ponds from United Civil’s document, “Fort Collins
Nissan-Kia Preliminary Drainage Report”
Proposed
outfall area
Page 2 of 5
Project: 36-4743.00 File: Fort Collins Nissan-Kia Detention Pond Impacts Memo
Figure 2. The proposed outfall area with the existing watersheds from United Civil’s document, “Fort Collins Nissan-
Kia Preliminary Drainage Report”
Existing Site Conditions
The proposed outfall area receives flow from the Venus Avenue neighborhood, store parking lots, and the
Fort Collins Nissan-Kia dealership. The majority of flow entering the proposed outfall area passes over
Venus Ave and is channelized for approximately 300 ft. After the channel ends, the water travels as sheet
flow over prairie grass for approximately 150 feet until reaching the steep bedrock banks of Lang Gulch
(Figure 3). There were no signs of significant erosion during the site visit by Ayres on April 19, 2022, and
the grass was intact near the proposed outfall area. Minor erosion was noted just upstream of the
proposed outfall location, but it did not expose the bedrock (Figure 4). Based on the “Preliminary
Drainage Report,” the 100-yr event would result in 39.5 cfs entering Lang Gulch for the current site
conditions.
A bedrock outcropping exists near the proposed outlet that extends to the banks of Lang Gulch (Figure
5). There were no signs of erosion of the bedrock banks of Lang Gulch during Ayres’ site visit. Based on
the borings provided by Terracon, a claystone and sandstone bedrock layer exists 0.5 ft beneath a
vegetative soil top layer near where the spillway will be located (“Geotechnical Engineering Report for
Fort Collins Nissan and Kia Dealerships – Retention Pond”).
The existing site conditions show that the concentrated stormwater flows from Venus Avenue naturally
spread under the current hydrologic conditions due to the local topography (Figure 6). Therefore, the
existing stormwater flow regime is not causing erosion of the grass cover or bedrock downstream of
where the flow spreads.
Proposed
outfall area
Page 3 of 5
Project: 36-4743.00 File: Fort Collins Nissan-Kia Detention Pond Impacts Memo
Figure 3. The existing flow path and approximate proposed spillway location of Pond A1 looking downstream (west)
Figure 4. Minor erosion slightly upstream of the proposed outfall location
Figure 5. Bedrock outcropping at the banks of Lang Gulch looking north
Page 4 of 5
Project: 36-4743.00 File: Fort Collins Nissan-Kia Detention Pond Impacts Memo
Figure 6. Existing stormwater concentrated and spread flow paths.
Proposed Conditions
The proposed design directs flows from Basin OS1 to the outlet of Pond A1. This outlet includes a level
spreader that will distribute shallow flow over a larger area than a standard stormwater outlet (Figure 7).
The spread flow will mimic the natural flow pattern and travel as sheet flow over/through the grass until it
flows down the bedrock banks of Lang Gulch. The maximum flow rate from the outlet pipe to the level
spreader is 2.6 cfs. The calculated maximum flow rate overtopping the pond from offsite undetained
flows is 4 cfs. Therefore, the approximate proposed condition 100-year event flow rate will reduce the
peak discharge to 6.6 cfs. Riprap will be used downstream of all storm sewer outfalls.
Figure 7. Proposed stormwater outlet and flow paths.
Page 5 of 5
Project: 36-4743.00 File: Fort Collins Nissan-Kia Detention Pond Impacts Memo
Evaluation
Based on the evaluation of available resources and site visits, the discharge from the outlet of Pond A1
will not increase the erosion potential within the proposed outfall area due to the following reasons:
· There was no significant sign of erosion in the proposed outfall area during the site visit due to
existing stormwater flows. All of the grass was intact where the sheet flow begins, indicating that
with the higher peak flow experienced under existing conditions, the velocity and associated
hydraulic forces have not been sufficient to tear up the grass,
· The flow is spread out over the level spreader outlet from Pond A, mimicking the existing
condition sheet flow over the prairie grass,
· Proposed condition peak discharges are less than existing conditions, so hydraulic forces for the
highest energy events are reduced, lowering the chance of erosion.
· The bedrock layer is about 0.5 ft below the vegetative soil layer, so any erosion that may develop,
such as a headcut, would be arrested by the bedrock layer.
Based on the above findings, we recommend a level spreader outlet at Pond A1 to minimize the erosion
potential within the proposed outfall area. We recommend that the level spreader width be at least 15 ft,
to mimic the existing channel conditions. The outlet velocity of a 15 ft level spreader (assuming the level
spreader acts as a broad-crested weir) during a 100-year event is roughly 1.2 ft/s which is significantly
less than the permissible velocity of the grass of 4 ft/s. This indicates that tearing of the grass is unlikely
in the outfall location (Part 654 Stream Restoration Design National Engineering Handbook, 2007). To
further reduce impacts by erosive forces, we recommend that riprap be installed downstream of the level
spreader. Additionally, we recommend that the storage volume of the retention ponds is enough to reduce
the flows out of Pond A1 to equal or less than the existing conditions 100-year flow rate of 39.5 cfs.
References
Part 654 Stream Restoration Design National Engineering Handbook (2007). Chapter 8. NRCS.
4,514
752.3
FCMaps
This map is a user generated static output from the City of Fort Collins FCMaps
Internet mapping site and is for reference only. Data layers that appear on this
map may or may not be accurate, current, or otherwise reliable.
City of Fort Collins - GIS
572.0
1:
WGS_1984_Web_Mercator_Auxiliary_Sphere
Feet572.00286.00
Notes
Legend
3,430
FEMA Floodplain
FEMA High Risk - Floodway
FEMA High Risk - 100 Year
FEMA Moderate Risk - 100 / 500 Year
City Floodplains
City High Risk - Floodway
City High Risk - 100 Year
City Moderate Risk - 100 Year
City Limits
National Flood Hazard Layer FIRMette
0 500 1,000 1,500 2,000250
Feet
Ü
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
SPECIAL FLOOD
HAZARD AREAS
Without Base Flood Elevation (BFE)
Zone A, V, A99
With BFE or DepthZone AE, AO, AH, VE, AR
Regulatory Floodway
0.2% Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mileZone X
Future Conditions 1% Annual
Chance Flood HazardZone X
Area with Reduced Flood Risk due to
Levee. See Notes.Zone X
Area with Flood Risk due to LeveeZone D
NO SCREEN Area of Minimal Flood Hazard Zone X
Area of Undetermined Flood HazardZone D
Channel, Culvert, or Storm Sewer
Levee, Dike, or Floodwall
Cross Sections with 1% Annual Chance
17.5 Water Surface Elevation
Coastal Transect
Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
Base Flood Elevation Line (BFE)
Effective LOMRs
Limit of Study
Jurisdiction Boundary
Digital Data Available
No Digital Data Available
Unmapped
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 3/4/2021 at 3:31 PM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data over time.
This map image is void if the one or more of the following map
elements do not appear: basemap imagery, flood zone labels,
legend, scale bar, map creation date, community identifiers,
FIRM panel number, and FIRM effective date. Map images for
unmapped and unmodernized areas cannot be used for
regulatory purposes.
Legend
OTHER AREAS OF
FLOOD HAZARD
OTHER AREAS
GENERAL
STRUCTURES
OTHER
FEATURES
MAP PANELS
8
B 20.2
The pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
1:6,000
105°5'1"W 40°30'39"N
105°4'24"W 40°30'11"N
Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020
REPORT COVER PAGE
Geotechnical Engineering Report
__________________________________________________________________________
Fort Collins Nissan and Kia Dealerships
Fort Collins, Colorado
April 7, 2021
Terracon Project No. 20215013
Prepared for:
TCC Corporation
Windsor, Colorado
Prepared by:
Terracon Consultants, Inc.
Fort Collins, Colorado
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Larimer County
Area, Colorado
Nissan Dealership
Natural
Resources
Conservation
Service
March 4, 2021
Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
8
9
Custom Soil Resource Report
Soil Map
4483840448390044839604484020448408044841404484200448426044838404483900448396044840204484080448414044842004484260493130 493190 493250 493310 493370 493430 493490
493130 493190 493250 493310 493370 493430 493490
40° 30' 33'' N 105° 4' 52'' W40° 30' 33'' N105° 4' 36'' W40° 30' 17'' N
105° 4' 52'' W40° 30' 17'' N
105° 4' 36'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 100 200 400 600
Feet
0 30 60 120 180
Meters
Map Scale: 1:2,350 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Larimer County Area, Colorado
Survey Area Data: Version 15, Jun 9, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Aug 11, 2018—Aug
12, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
10
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
55 Kim loam, 5 to 9 percent slopes 0.3 1.6%
56 Kim-Thedalund loams, 3 to 15
percent slopes
5.8 36.2%
65 Midway clay loam, 5 to 25
percent slopes
2.1 13.0%
108 Thedalund loam, 3 to 9 percent
slopes
7.9 49.2%
Totals for Area of Interest 16.0 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
Custom Soil Resource Report
11
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
Custom Soil Resource Report
12
Larimer County Area, Colorado
55—Kim loam, 5 to 9 percent slopes
Map Unit Setting
National map unit symbol: jpwz
Elevation: 4,800 to 5,600 feet
Mean annual precipitation: 13 to 15 inches
Mean annual air temperature: 48 to 50 degrees F
Frost-free period: 135 to 150 days
Farmland classification: Farmland of local importance
Map Unit Composition
Kim and similar soils:85 percent
Minor components:15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Kim
Setting
Landform:Fans
Landform position (three-dimensional):Base slope, side slope
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Mixed alluvium
Typical profile
H1 - 0 to 7 inches: loam
H2 - 7 to 60 inches: loam, clay loam, sandy clay loam
H2 - 7 to 60 inches:
H2 - 7 to 60 inches:
Properties and qualities
Slope:5 to 9 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high
(0.60 to 2.00 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:15 percent
Maximum salinity:Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm)
Available water capacity:Very high (about 26.5 inches)
Interpretive groups
Land capability classification (irrigated): 4e
Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: B
Ecological site: R067XY002CO - Loamy Plains
Hydric soil rating: No
Custom Soil Resource Report
13
Minor Components
Thedalund
Percent of map unit:10 percent
Hydric soil rating: No
Stoneham
Percent of map unit:5 percent
Hydric soil rating: No
56—Kim-Thedalund loams, 3 to 15 percent slopes
Map Unit Setting
National map unit symbol: jpx0
Elevation: 4,800 to 5,600 feet
Mean annual precipitation: 13 to 15 inches
Mean annual air temperature: 48 to 50 degrees F
Frost-free period: 135 to 150 days
Farmland classification: Not prime farmland
Map Unit Composition
Kim and similar soils:45 percent
Thedalund and similar soils:35 percent
Minor components:20 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Kim
Setting
Landform:Fans, valley sides
Landform position (three-dimensional):Base slope, side slope
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Mixed alluvium
Typical profile
H1 - 0 to 7 inches: loam
H2 - 7 to 60 inches: loam, clay loam, sandy clay loam
H2 - 7 to 60 inches:
H2 - 7 to 60 inches:
Properties and qualities
Slope:3 to 7 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high
(0.60 to 2.00 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Custom Soil Resource Report
14
Frequency of ponding:None
Calcium carbonate, maximum content:15 percent
Maximum salinity:Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm)
Available water capacity:Very high (about 26.5 inches)
Interpretive groups
Land capability classification (irrigated): 3e
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: B
Ecological site: R067XY002CO - Loamy Plains
Hydric soil rating: No
Description of Thedalund
Setting
Landform position (three-dimensional):Side slope
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Material weathered from sandstone and shale
Typical profile
H1 - 0 to 4 inches: loam
H2 - 4 to 33 inches: clay loam, loam, sandy clay loam
H2 - 4 to 33 inches: weathered bedrock
H2 - 4 to 33 inches:
H3 - 33 to 37 inches:
Properties and qualities
Slope:7 to 15 percent
Depth to restrictive feature:20 to 40 inches to paralithic bedrock
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high
(0.06 to 2.00 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:15 percent
Maximum salinity:Nonsaline to moderately saline (0.0 to 8.0 mmhos/cm)
Available water capacity:Very high (about 15.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: C
Ecological site: R067XY002CO - Loamy Plains
Hydric soil rating: No
Minor Components
Renohill
Percent of map unit:10 percent
Hydric soil rating: No
Midway
Percent of map unit:9 percent
Hydric soil rating: No
Custom Soil Resource Report
15
Aquic haplustolls
Percent of map unit:1 percent
Landform:Swales
Hydric soil rating: Yes
65—Midway clay loam, 5 to 25 percent slopes
Map Unit Setting
National map unit symbol: jpxb
Elevation: 4,800 to 5,800 feet
Mean annual precipitation: 13 to 15 inches
Mean annual air temperature: 48 to 50 degrees F
Frost-free period: 135 to 150 days
Farmland classification: Not prime farmland
Map Unit Composition
Midway and similar soils:90 percent
Minor components:10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Midway
Setting
Landform position (three-dimensional):Side slope
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Material weathered from shale
Typical profile
H1 - 0 to 4 inches: clay loam
H2 - 4 to 19 inches: clay, clay loam, silty clay loam
H2 - 4 to 19 inches: weathered bedrock
H2 - 4 to 19 inches:
H3 - 19 to 23 inches:
Properties and qualities
Slope:5 to 25 percent
Depth to restrictive feature:6 to 20 inches to paralithic bedrock
Drainage class:Well drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat):Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:15 percent
Gypsum, maximum content:15 percent
Maximum salinity:Very slightly saline to moderately saline (2.0 to 8.0 mmhos/cm)
Sodium adsorption ratio, maximum:15.0
Custom Soil Resource Report
16
Available water capacity:Moderate (about 7.9 inches)
Interpretive groups
Land capability classification (irrigated): 6e
Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: D
Ecological site: R067BY045CO - Shaly Plains
Hydric soil rating: No
Minor Components
Renohill
Percent of map unit:10 percent
Hydric soil rating: No
108—Thedalund loam, 3 to 9 percent slopes
Map Unit Setting
National map unit symbol: jpv1
Elevation: 4,800 to 5,600 feet
Mean annual precipitation: 13 to 15 inches
Mean annual air temperature: 48 to 50 degrees F
Frost-free period: 135 to 150 days
Farmland classification: Not prime farmland
Map Unit Composition
Thedalund and similar soils:90 percent
Minor components:10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Thedalund
Setting
Landform position (three-dimensional):Side slope
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Material weathered from sandstone and shale
Typical profile
H1 - 0 to 6 inches: loam
H2 - 6 to 37 inches: clay loam, loam, sandy clay loam
H2 - 6 to 37 inches: weathered bedrock
H2 - 6 to 37 inches:
H3 - 37 to 41 inches:
Properties and qualities
Slope:3 to 9 percent
Depth to restrictive feature:20 to 40 inches to paralithic bedrock
Drainage class:Well drained
Runoff class: Medium
Custom Soil Resource Report
17
Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high
(0.06 to 2.00 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:15 percent
Maximum salinity:Nonsaline to moderately saline (0.0 to 8.0 mmhos/cm)
Available water capacity:Very high (about 16.8 inches)
Interpretive groups
Land capability classification (irrigated): 4e
Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: C
Ecological site: R067XY002CO - Loamy Plains
Hydric soil rating: No
Minor Components
Kim
Percent of map unit:6 percent
Hydric soil rating: No
Renohill
Percent of map unit:4 percent
Hydric soil rating: No
Custom Soil Resource Report
18
A PPENDIX D
D RAINAGE E XHIBITS
COLLEGE AVE (HWY 287)VENUS AVESKYVIEW SUBDIVISIONZONED RLOS13.27EX12.12EX21.70EX30.41EX40.38EX57.97FOSSIL CREEKS COLLEGE AVER.O.W BOUNDARYEXISTING WETLANDSOS26.22EX66.44EROSION BUFFER LIMITS (TYP)LANG GULCHEXISTING 12" CULVERTPATH:0'150'300'SCALE: 1" = 150'75'C:\UNITED CIVIL DROPBOX\PROJECTS\U21004 - NISSAN DEALERSHIP\CADD\ET\EXISTING DRAINAGE MAP.DWG EXISTING DRAINAGE MAPDRAWING NAME:SHEET SIZE: 11 x 17
FORT COLLINS NISSANEXISTING DRAINAGE MAPDATE:April 24, 2022PREPARED FOR:TCC CORPORATIONJOB NUMBER:U21004NOTE:THIS EXHIBIT WAS PREPARED FOR INFORMATION ONLY AND THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR UNAUTHORIZED USE OF THEM.SHEETOF11NORTH19 OLD TOWN SQUARE #238 | FORT COLLINS, CO 80524 | (970) 530-4044 | www.unitedcivil.comUNITED CIVILDesign GroupEXISTING MAJOR CONTOUREXISTING MINOR CONTOURXX.XXBASIN DESIGNATIONEXISTING BASINEXISTING BASIN LINELEGENDBASIN AREA (ACRE)
COLLEGE AVE (HWY 287)VENUS AVESKYVIEW SUBDIVISIONZONED RL
FOSSIL CREEKPROPOSEDBUILDINGBIO.POND A2BIO. POND A3UNDERGROUND WATER QUALITY& DETENTION POND C1PROPOSEDBUILDINGBASINSA2, A4-A5, A7-A16BASINSC3-C6BASINSB2-B7LANG GULCHEXISTINGSCHOOL POND A1BASINSA1, A3, A6, B1BASINSC1-C2UNDERGROUND WATERQUALITY POND C2PATH:0'150'300'SCALE: 1" = 150'75'C:\UNITED CIVIL DROPBOX\PROJECTS\U21004 - NISSAN DEALERSHIP\CADD\ET\LID MAP.DWG LID MAPDRAWING NAME:SHEET SIZE: 11 x 17
FORT COLLINS NISSANLID & BMP TREATMENT MAPDATE:June 13, 2022PREPARED FOR:TCC CORPORATIONJOB NUMBER:U21004NOTE:THIS EXHIBIT WAS PREPARED FOR INFORMATION ONLY AND THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR UNAUTHORIZED USE OF THEM.SHEETOF11NORTH19 OLD TOWN SQUARE #238 | FORT COLLINS, CO 80524 | (970) 530-4044 | www.unitedcivil.comUNITED CIVILDesign GroupPROPOSED MAJOR CONTOURPROPOSED MINOR CONTOUR BASIN BOUNDARYLEGENDBIORETENTION TREATMENTUNDERGROUND CHAMBERSTREATMENTEXTENDED DETENTIONTREATMENT
SMOKEYSTREETCOLLEGE AVE (HWY 287)
VENUS AVE DETENTION POND A1BIORETENTIONPOND A2NISSAN DEALERSHIP BUILDINGP
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CREEKA8.31B3.50C4.11D0.45FLOODPLAIN CROSS SECTION #31323100-YEAR FLOOD ELEVATION -4952.2 (NGVD 29)4955.4 (NAVD 88)LANG GULCHNATURALHABITATBUFFER ZONE72' ROWPROPOSEDSTORM (TYP.)POND A1 OUTLET STRUCTUREUNDERGROUNDWQ & DETENTION(POND C1)REROUTED IRRIGATION LINE(LOUDON DITCH CO.)72' ROWE2.08BUENODRIVESKYVIEW SUBDIVISIONZONED RLSILVERTHORNE LLCZONED MMNRISING SUNMINOR SUBZONED CGSSTM INVESTMENTS LLCZONED CGREDTAIL PONDS NATURAL AREAZONED POLBNSF RAILWAY
KIA DEALERSHIP BUILDINGEXISTINGBUILDINGROCK OUTCROPPING LIMITSOS13.27FOSSIL CREEKFLOODPLAIN/FLOODWAYFOSSIL CREEKFLOODPLAIN/FLOODWAYEROSION BUFFER LIMITSEXISTING WETLANDSEXISTING WETLANDSFLOODPLAIN
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9
9
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FLOODPLAIN CROSS SECTION #2000100-YEAR FLOOD ELEVATION -4983.4 (NGVD 29)4986.6 (NAVD 88)LOT 23LOT 24LOT 25LOT 26LOT 27LOT 28LOT 31LOT 29LOT 32LOT 1LOT 2LOT 30MILKY WAYMARS DRIVE
MERCURY DRIVE
#5822
#5828
#5834 #200#206#214#218#201#5836
#5835
#5817 EXISTING#224#230#234#5836
LOT 1BLOCK 1LOT 2BLOCK 1LOT 1BLOCK 2TRACT ATRACT BTRACT CTRACT DFLOODPLAIN CROSS SECTION #31957100-YEAR FLOOD ELEVATION -4956.0 (NGVD 29)4959.2 (NAVD 88)OS26.36FOSSIL CREEK TRAIL CULVERTEXISTING Q100 = 31.7 CFSPROPOSED Q100 = 23.7 CFSEXISTING Q10 = 12.4 CFSPROPOSED Q10 = 9.6 CFSEXISTING Q2 = 7.3 CFSPROPOSED Q2 = 5.8 CFSWETLANDS RESTORATION AREA0.070 ACRES AT BOTTOM OF PONDBIORETENTIONPOND A3EROSION BUFFER LIMITSFLOODPLAIN CROSS SECTION
#
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FLOODPLAIN CROSS SECTION #32498100-YEAR FLOOD ELEVATION -4958.6 (NGVD 29)4961.8 (NAVD 88)FLOODPLAIN CROSS SECTION #1145100-YEAR FLOOD ELEVATION -4983.4 (NGVD 29)4986.6 (NAVD 88)FLOODPLAIN CROSS SECTION #2304100-YEAR FLOOD ELEVATION -4983.4 (NGVD 29)4986.6 (NAVD 88) TURF REINFORCEMENT MATTINGUNDERGROUNDWQ (POND C2)PROPOSED STORM SEWER (TYP.)DP4DP3DP1DPEDP2LANG GULCH OUTFALLPOND A1 RELEASE = 2.67 CFSDPD30' DRAINAGE EASEMENTFFE=5020.00FFE=5022.25U210041" = 80'1" = N/ANORTH
9/13/2022 4:25:42 PMC:\UNITED CIVIL DROPBOX\PROJECTS\U21004 - NISSAN DEALERSHIP\CADD\CP\C6.00 - OVERALL DRAINAGE PLAN.DWGC6.00 - OVERALL DRAINAGE PLAN######
OVERALL DRAINAGE PLAN080'160'SCALE: 1" = 80'40'PREPARED FOR:JOB NUMBERSHEET NUMBERSHEETSOFDATE SUBMITTED:VERTICAL:HORIZONTAL:SCALEPRELIMINARYP
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SNOT FOR CONSTRUCTIONPROJ. MGR:DRAWING NAME:PATH:DESIGNER:DATE:TIME:
The engineer preparing these plans will not be responsible for, or liable for, unauthorized
changes to or uses of these plans. All changes to the plans must be in writing and must
be approved by the preparer of these plans.
NO.BY DATE
CAUTIONREVISIONS:CIVIL ENGINEERING & CONSULTINGUNITED CIVILDesign Group19 OLD TOWN SQUARE #238FORT COLLINS, CO 80524(970) 530-4044www.unitedcivil.comTCC CORPORATION
FORT COLLINS NISSAN-KIA
9/14/2022U21004 PROPOSED MAJOR CONTOURPROPOSED MINOR CONTOURLEGENDEXISTING MAJOR CONTOUREXISTING MINOR CONTOUREXISTING PROPERTY BOUNDARYRIGHT OF WAYXX.XXBASIN DESIGNATIONBASIN AREA (ACRE)PROPOSED BASINPROPOSED BASIN LINE1.REFER TO SHEETS C6.01-C6.02 FOR DETAILED DRAINAGE PLANS.2.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUMELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEARSTORM. MINIMUM FINISHED FLOOR ELEVATIONS ABOVE THE100-YEAR WATER SURFACE IN STREETS, CHANNELS, DITCHES,SWALES, OR OTHER DRAINAGE FACILITIES, AS ILLUSTRATED BY AMASTER GRADING PLAN ARE TO BE SHOWN.NOTES1.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROMTHE CITY OF FORT COLLINS AND PAY ALL APPLICABLEFLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANYCONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING,FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES,LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHINTHE FOSSIL CREEK FLOODPLAIN/FLOODWAY AND EROSIONBUFFER LIMITS. ALL ACTIVITIES WITHIN THE FLOODPLAIN ANDEROSION BUFFER ARE SUBJECT TO THE REQUIREMENTS OFCHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE.2.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS,WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS ISPROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS AREMET, PER SECTION 10-45 OF CITY CODE. ANY CONSTRUCTIONACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDEA NO-RISE CERTIFICATION PREPARED BY A PROFESSIONALENGINEER LICENSED IN COLORADO.3.STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY ORPERMANENT) IS NOT ALLOWED IN THE FLOODWAY.4.ANY ITEMS IN THE FLOODWAY THAT CAN FLOAT SUCH AS BIKERACKS, PICNIC TABLES, ETC. MUST BE ANCHORED.5.A STABILITY STUDY MAY BE REQUIRED FOR WORK WITHIN THEEROSION BUFFER.6.THE NATURAL HABITAT BUFFER ZONE IS INTENDED TO BEMAINTAINED IN A NATIVE LANDSCAPE. PLEASE SEE SECTION 3.4.1OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THENATURAL HABITAT BUFFER ZONE.FLOODPLAIN NOTESDESIGN / CONCENTRATION POINTFLOW DIRECTIONDP1C6.009165
COLLEGE AVE (HWY 287)FOSSIL
CREEK
TRA
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FOSSIL CREEKFLOODPLAIN/FLOODWAYEROSION BUFFER LIMITSEXISTING WETLANDSPROPERTY BOUNDARYV
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EA50.400.891.00A110.310.790.99A130.940.951.00B40.380.891.00B60.220.680.85B70.300.790.98C10.610.841.00C20.900.650.81C3.20.640.921.00C60.040.951.00E12.120.790.99DPB4DPB5DPB6DPB7DPA13DPC6DPC3.1DPC2DPC1DPE1FLOODPLAIN CROSS SECTION #31323100-YEAR FLOOD ELEVATION -4952.2 (NGVD 29)4955.4 (NAVD 88)FLOODPLAIN CROSS SECTION #31957100-YEAR FLOOD ELEVATION -4956.0 (NGVD 29)4959.2 (NAVD 88)TRACT CTRACT DLOT 1BLOCK 2LOT 1BLOCK 1OS26.360.250.31FOSSIL CREEK TRAIL CULVERTEXISTING Q100 = 31.74 CFSPROPOSED Q100 = 23.74 CFSEXISTING Q10 = 12.4 CFSPROPOSED Q10 = 9.6 CFSEXISTING Q2 = 7.3 CFSPROPOSED Q2 = 5.8 CFSAAUNDERGROUNDPOND C1FOSSIL CREEK
UNDERGROUND WATERQUALITY TREATMENT POND C2(SEE DRAINAGE REPORT)NISSAN DEALERSHIPBUILDINGDP4DP3FFE=5020.00DPC5C50.200.881.00C40.650.881.00DPC45.55 LP10.97 LP96.07 LP96.10 LP16.42 LP14.09 LP1
9
.
0
2
H
P SEE DRAINAGE REPORTC3.10.930.911.00DPC3.21" = 40'1" = N/A9/13/2022 4:28:19 PMC:\UNITED CIVIL DROPBOX\PROJECTS\U21004 - NISSAN DEALERSHIP\CADD\CP\C6.0X - DETAILED DRAINAGE PLANS.DWGC6.0X - DETAILED DRAINAGE PLANS####C6.0191DETAILED DRAINAGE PLAN - NORTH
PREPARED FOR:JOB NUMBERSHEET NUMBERSHEETSOFDATE SUBMITTED:VERTICAL:HORIZONTAL:SCALEPRELIMINARYP
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SNOT FOR CONSTRUCTIONPROJ. MGR:DRAWING NAME:PATH:DESIGNER:DATE:TIME:
The engineer preparing these plans will not be responsible for, or liable for, unauthorized
changes to or uses of these plans. All changes to the plans must be in writing and must
be approved by the preparer of these plans.
NO.BY DATE
CAUTIONREVISIONS:CIVIL ENGINEERING & CONSULTINGUNITED CIVILDesign Group19 OLD TOWN SQUARE #238FORT COLLINS, CO 80524(970) 530-4044www.unitedcivil.comTCC CORPORATION
FORT COLLINS NISSAN-KIA
9/14/2022U2100466X.XXX.XXXX.XXBASIN DESIGNATIONBASIN AREA (ACRE)2 - YR RUNOFF COEFF.100 - YR RUNOFF COEFF.DESIGN / CONCENTRATION POINTFLOW DIRECTIONDPD1LEGENDCOLLEGE AVE (HWY 287)VENUS AVENUEMILKY WAYNKEYMAP1.REFER TO SHEET C6.00 FOR THE OVERALL DRAINAGE PLAN.2.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUMELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEARSTORM. MINIMUM FINISHED FLOOR ELEVATIONS ABOVE THE100-YEAR WATER SURFACE IN STREETS, CHANNELS, DITCHES,SWALES, OR OTHER DRAINAGE FACILITIES, AS ILLUSTRATED BY AMASTER GRADING PLAN ARE TO BE SHOWN.NOTES1.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROMTHE CITY OF FORT COLLINS AND PAY ALL APPLICABLEFLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANYCONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING,FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES,LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHINTHE FOSSIL CREEK FLOODPLAIN/FLOODWAY AND EROSIONBUFFER LIMITS. ALL ACTIVITIES WITHIN THE FLOODPLAIN ANDEROSION BUFFER ARE SUBJECT TO THE REQUIREMENTS OFCHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE.2.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS,WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS ISPROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS AREMET, PER SECTION 10-45 OF CITY CODE. ANY CONSTRUCTIONACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDEA NO-RISE CERTIFICATION PREPARED BY A PROFESSIONALENGINEER LICENSED IN COLORADO.3.STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY ORPERMANENT) IS NOT ALLOWED IN THE FLOODWAY.4.ANY ITEMS IN THE FLOODWAY THAT CAN FLOAT SUCH AS BIKERACKS, PICNIC TABLES, ETC. MUST BE ANCHORED.5.A STABILITY STUDY MAY BE REQUIRED FOR WORK WITHIN THEEROSION BUFFER.6.THE NATURAL HABITAT BUFFER ZONE IS INTENDED TO BEMAINTAINED IN A NATIVE LANDSCAPE. PLEASE SEE SECTION 3.4.1OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THENATURAL HABITAT BUFFER ZONE.FLOODPLAIN NOTES90.30PROPOSED SPOT ELEVATION LP = LOW POINT HP = HIGH POINT3.13EXISTING GRADEPROPOSED MAJOR CONTOURPROPOSED MINOR CONTOUREXISTING MAJOR CONTOUREXISTING MINOR CONTOUREXISTING PROPERTY BOUNDARYRIGHT OF WAY
BIORETENTION POND A2DETENTION POND A1BIORETENTIONVENUS AVENUECOLLEGE AVE (HWY 287)MILKY WAYMARS DRIVE
#5822
EXISTING
#5828
EXISTING
#5834
EXISTING #200EXISTING#206EXISTING#214EXISTING#218EXISTING#201EXISTING#5836EXISTING#5835EXISTING
#5817EXISTING#224EXISTING#230EXISTINGLOT 1RISING SONMANORSUBDIVISIONA10.950.250.31A20.570.250.31A30.490.760.95A40.600.690.86A50.400.891.00A60.200.710.88A70.390.851.00A80.110.951.00A90.140.951.00A100.680.780.98A110.310.790.99A120.560.811.00A130.940.951.00A140.440.790.99A150.860.881.00A160.770.951.00B10.460.250.31B31.100.740.93B50.540.851.00B60.220.680.85B70.300.790.98OS13.270.550.69D10.490.720.90DPA1DPA2DPB1DPB3DPB4DPB5DPB6DPB7DPA5DPA7DPA13DPD1DPA14DPA15DPA9DPA10DPA11DPA12DPA6DP1DPA8DPA4POND A3LOT 2BLOCK 1TRACT ATRACT BLOT 1BLOCK 2DETENTIONPOND A1B20.480.250.31KIA DEALERSHIPBUILDINGDP2WSEL = 5010.00WQ WSEL = 5010.00WQ WSEL = 5007.40WSEL = 5010.00FFE=5022.2514.09 LP11.08 LP15.11 HP11.81 LP13.94 LP14.90 LP18.00 LP1
8
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2
0
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18.15 LP19.02 HP18.75 LP20.43 LP20.49 LP21.33 LP21.21 HP20.53 LP21.63 HP21.79 HP19.32 HP20.44 HP5.12 LP2.40 LP9.00 LP15.54 LP21.30 HP1" = 40'1" = N/A9/13/2022 4:28:54 PMC:\UNITED CIVIL DROPBOX\PROJECTS\U21004 - NISSAN DEALERSHIP\CADD\CP\C6.0X - DETAILED DRAINAGE PLANS.DWGC6.0X - DETAILED DRAINAGE PLANS####C6.0291DETAILED DRAINAGE PLAN - SOUTH
PREPARED FOR:JOB NUMBERSHEET NUMBERSHEETSOFDATE SUBMITTED:VERTICAL:HORIZONTAL:SCALEPRELIMINARYP
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A
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SNOT FOR CONSTRUCTIONPROJ. MGR:DRAWING NAME:PATH:DESIGNER:DATE:TIME:
The engineer preparing these plans will not be responsible for, or liable for, unauthorized
changes to or uses of these plans. All changes to the plans must be in writing and must
be approved by the preparer of these plans.
NO.BY DATE
CAUTIONREVISIONS:CIVIL ENGINEERING & CONSULTINGUNITED CIVILDesign Group19 OLD TOWN SQUARE #238FORT COLLINS, CO 80524(970) 530-4044www.unitedcivil.comTCC CORPORATION
FORT COLLINS NISSAN-KIA
9/14/2022U2100467X.XXX.XXXX.XXBASIN DESIGNATIONBASIN AREA (ACRE)2 - YR RUNOFF COEFF.100 - YR RUNOFF COEFF.DESIGN / CONCENTRATION POINTFLOW DIRECTIONDPD1LEGENDCOLLEGE AVE (HWY 287)VENUS AVENUEMILKY WAYNKEYMAP1.REFER TO SHEET C6.00 FOR THE OVERALL DRAINAGE PLAN.2.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUMELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEARSTORM. MINIMUM FINISHED FLOOR ELEVATIONS ABOVE THE100-YEAR WATER SURFACE IN STREETS, CHANNELS, DITCHES,SWALES, OR OTHER DRAINAGE FACILITIES, AS ILLUSTRATED BY AMASTER GRADING PLAN ARE TO BE SHOWN.NOTES1.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROMTHE CITY OF FORT COLLINS AND PAY ALL APPLICABLEFLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANYCONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING,FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES,LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHINTHE FOSSIL CREEK FLOODPLAIN/FLOODWAY AND EROSIONBUFFER LIMITS. ALL ACTIVITIES WITHIN THE FLOODPLAIN ANDEROSION BUFFER ARE SUBJECT TO THE REQUIREMENTS OFCHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE.2.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS,WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS ISPROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS AREMET, PER SECTION 10-45 OF CITY CODE. ANY CONSTRUCTIONACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDEA NO-RISE CERTIFICATION PREPARED BY A PROFESSIONALENGINEER LICENSED IN COLORADO.3.STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY ORPERMANENT) IS NOT ALLOWED IN THE FLOODWAY.4.ANY ITEMS IN THE FLOODWAY THAT CAN FLOAT SUCH AS BIKERACKS, PICNIC TABLES, ETC. MUST BE ANCHORED.5.A STABILITY STUDY MAY BE REQUIRED FOR WORK WITHIN THEEROSION BUFFER.6.THE NATURAL HABITAT BUFFER ZONE IS INTENDED TO BEMAINTAINED IN A NATIVE LANDSCAPE. PLEASE SEE SECTION 3.4.1OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THENATURAL HABITAT BUFFER ZONE.FLOODPLAIN NOTES90.30PROPOSED SPOT ELEVATION LP = LOW POINT HP = HIGH POINT3.13EXISTING GRADEPROPOSED MAJOR CONTOURPROPOSED MINOR CONTOUREXISTING MAJOR CONTOUREXISTING MINOR CONTOUREXISTING PROPERTY BOUNDARYRIGHT OF WAY